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HomeMy WebLinkAboutB15-0654 028-210-041CHO neering, Inc. STRUCTURAL CALCULATIONS Rancho Job #14-217 for Medeiros Residence 466 Darby Rd BUTTE Bangor, CA COUNTY MAR 2 6 2015 Calculation Index: Page # • Project Layout • Gravity Analysis • Lateral Analysis •:. Beam Analysis • Footing Analysis Revision Summary: Rev. 0 DEVELOPMENT SERVICES js� G1Q U - L1 -L13 131 - BUTTE COUNTY DEVELOPMENT SERVICES F1 — F18 REVIEWED FOR C *COMPLIANCE DATE BY-f�_ 03/12/15 Initial ISSL This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering. Rancho Engineering disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. Jarrod Holliday, P.E. 5550 Skyway Suite C Civil, Structural, Septic Design Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com Fi � i 1 ' Y , A SCALE = N.T.S. -a JOB # 14-21-1 5550 Skyway, Ste. G OIL MEDE I ROS REST DENCE CHO Paradise, GA g5cl a 466 DARBY RD Phone/Fax: BANooR, CA neenng, Inca (550) PROJECT LAYOUT 3/12/2015 Gravity Loads: 1Gonstruction Roof Dead Load 5/8" Ply 2.25 psf Roofing 5.0 psf r 5.0 psf Gravity Loads: 1Gonstruction Roof Dead Load 5/8" Ply 2.25 psf Roofing 5.0 psf Slope= 6 /12 Framing 5.0 psf Sheetrock 2.8 psf Insulation 1.0 psf Misc. 2.0 psf Roof Live Load 1Gonstruction zu psr Exterior Wall Dead Load 3/8" PLY. 1.8 psf Siding 5.0 psf Framing 1.7 psf Sheetrock 2.2 psf Insulation 1.0 psf Misc. 1.3 psf r Total 13.0 psf Interior Wall Dead Load Framing 1.7 psf 1/2" Sheetrock 4.4 psf Misc. 1.9 psf Total 8.0 psf Floor Dead Load 3/4" ply 2.8 psf Floor Framing 2.5 psf Gyp. 2.8 psf Insulation 1.0 psf Flooring 1.5 psf Misc. 1.4 psf Total 12.0 psf Floor Live Load G( �FUAHCHO ngineering 3/12/2015 Medeiros Residence - Job 14-217 All Heights Method Wind Loading LI CBC -13 per 1609.6 V= 110 Kd= 0.85 Loading- Front h= 14.5 V^2= 12100 G= 0.85 Wall Lines 1-4 z= 9 qs 30.98 1= 1 Exposure: B Peak Ht= 20 k: 0.57 Kzt= 1 Pmin= -8.37 kh= 0.57 qh= 15.13 Slope Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf psf Pressure Y 0.73 13.00 -0.16 -2.85 Pmin= -8.37 Leeward wall Pressure' Y -0.51 -9.08 Pmax= 9.08 psf 1.07 Pressure Y -0.21 -3.74 Condition 2 pressure Y 0.37 Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf Y Side wall Pressure- Y -0.35 -6.23 psf Leeward Roof Pressure Length= 48ft -6.23 Pmin= -11.75 psf Width= 66.33 ft -1.09 -19.40 Pmax= -14.06 psf = Height= gift Wind Load Areas SQFT Y -0.79 -14.06 Pmin= -19.40 Windward= 227 Pwall = 2950.06 lbs Normal Leeward= 227 Pwall = 2061.00 lbs Wind Sidewall Left= 336 Pwall = 3947.89 lbs Sidewall Right= 336 7049.80 lbs Pwall = 3947.89 lbs Parallel to ridge Left= 114 Windward= 227 Proof= Pwall = 2950.06 lbs Inverse Leeward= 227 Pwall = 2061.00 lbs Wind Sidewall Left= 336 Pwall = 3947.89 lbs 5020.31 lbs Sidewall Right= 336 Leeward= 600 Pwall = 3947.89 lbs Proof= Slope 6/12 jEnclosed Cnet (Table 1609.6.2(2) P (Eqn 16-34) Pressure* Y -0.47 -8.37 Pmax= 6.59 psf 1. Winward Condition 1 Pressure Y -0.16 -2.85 Pmin= -8.37 psf Roof Pressure' Y 0.06 1.07 Condition 2 pressure Y 0.37 6.59 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure' Y -1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 600 Proof= 5020.31 lbs Normal Leeward= 600 Proof= 7049.80 lbs Wind Parallel to ridge Left= 114 Proof= 2212.14 lbs Parallel to ridge Right= 114 Proof= 2212.14 lbs Windward= 600 Proof= 5020.31 lbs Inverse Leeward= 600 Proof= 7049.80 lbs Wind Parallel to ridge Left= 114 Proof= 2212.14 lbs Parallel to ridge Right= 114 Proof= 2212.14 lbs Wind Dirc. Net Force Normal Windward + Leeward= 17081.16 lbs 17081.2 lbs Sidewall Net= 0.00 lbs 257.5 lbs per ft width of wall Inverse Windward + Leeward= 17081.16 lbs 154.5 lbs ASD Load Sidewall Net= 0 lbs CHO "MCngineering 3/12/2015 Medeiros Residence - Job 14-217 All Heights Method Wind Loading LZ CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 Loading- Side h= 14.5 Windward wall Pressure+ Y V^2= 12100 G= 0.87 Wall Lines A-E Z= 9 Pressure Y qs= 30.98 1= 1 Exposure: B Peak Ht= 20 Leeward wall Pressure' Y k: 0.57 Kzt= 1 Pmax= 9.08 psf kh= 0.57 qh= 15.13 Slope Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) P (Eqn 16-34) Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf Pmax= 6.59 Pressure Y 0.73 13.00 Y -0.16 -2.85 Leeward wall Pressure' Y -0.51 -9.08 Pmax= 9.08 psf 0.06 Pressure Y -0.21 -3.74 - Condition 2 pressure Y Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf Pressure' Side wall Pressure- Y -0.35 -6.23 Pmax= -6.23 psf Length= 66.33 ft Y -0.35 -6.23 Pmin= -11.75 Width= 48 ft Pressure+ Y -1.09 -19.40 - Height= 9 ft Wind Load Areas SQFT II to ridge Pressure Y -0.79 Windward= 336 Pmin='-19.40 Pwall = 4366.60 lbs Areas SQFT Normal Leeward= 336 Pwall = 3050.64 lbs Windward= 114 Wind Sidewall Left= 227 Proof= Pwall = 2667.17 lbs Normal Leeward= 114 Sidewall Right= 227 Pwall = 2667.17 lbs Wind Windward= 336 Pwall = 4366.60 lbs 11642.85 lbs Inverse Leeward= 336 Parallel to ridge Right= 600 Pwall = 3050.64 lbs Proof= Wind Sidewall Left= 227 Pwall = 2667.17 lbs Proof= Sidewall Right= 227 Pwall = 2667.17 lbs Slope 6/12 jEnclosed Cnet (Table 1609.6.2(2) P (Eqn 16-34) Pressure+ Y -0.47 -8.37 Pmax= 6.59 psf Winward Condition 1 Pressure Y -0.16 -2.85 Pmin= -8.37 psf Roof Pressure' Y 0.06 1.07 - Condition 2 pressure Y 0.37 6.59 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure . Y -0.35 -6.23 Pmin= -11.75 psf Pressure+ Y -1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin='-19.40 psf Areas SQFT Windward= 114 Proof= 953.86 lbs Normal Leeward= 114 Proof= 1339.46 lbs Wind Parallel to ridge Left= 600 Proof= 11642.85 lbs Parallel to ridge Right= 600 Proof= 11642.85 lbs Windward= 114 Proof= 953.86 lbs Inverse Leeward= 114 Proof= 1339.46 lbs Wind Parallel to ridge Left= 600 Proof= 11642.85 lbs Parallel to ridge Right= 600 Proof= 11642.85 lbs Wind Dirc. Net Force Normal Windward + Leeward= 9710.56 lbs 9710.6 lbs Sidewall Net= 0.00 lbs 202.3 lbs per ft width of wall Inverse Windward + Leeward= 9710.56 lbs 121.4 lbs ASD Load Sidewall Net= 0 lbs 3/12/2015 Medeiros Residence - Job 14-217 L3 Slope All Heights Method Wind Loading Cnet: Table 1609.6.2(2) P: (Eqn 16-34) CBC -13 per 1609.6 V= 110 Kd= 0.85 Loading- Front h= 12 V^2= 12100 G= 0.85 Wall Lines 4-5 z= 8 qs 30.98 1= 1 Exposure: B Peak Ht= 16 k: 0.57 Kzt= 1 -0.51 -9.08 kh= 0.57 qh= 15.13 Slope Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf psf Pressure Y 0.73 13.00 -0.16 -2.85 Pmin= -8.37 Leeward wall Pressure' Y -0.51 -9.08 Pmax= 9.08 psf 1.07 Pressure Y -0.21 -3.74 Condition 2 pressure Y 0.37 Pressure' Y -0.66 -11.75 Pmax= 11.75 psf Y Side wall Pressure Y -0.35 -6.23 psf Leeward Roof Pressure Length= 25.33ft -6.23 Pmin= -11.75 psf Width= 28.5 ft -1.09 -19.40. Pmax= -14.06 psf Height= 8 ft Wind Load Areas SQFT -0.79 -14.06 Pmin= -19.40 psf Windward= 114 Areas SQFT Pwall = 1481.53 lbs Normal Leeward= 114 Windward= 207 Pwall = 1035.04 lbs Proof= Wind Sidewall Left= 190 Normal . Pwall = 2232.44 lbs Proof= Sidewall Right= 190 Pwall = 2232.44 lbs Windward= 114 0.00 lbs Pwall = 1481.53 lbs Parallel to ridge Right= 0 Inverse Leeward= 114 Proof= Pwall = 1035.04 lbs Wind Sidewall Left= 190 Pwall = 2232.44 lbs Inverse Sidewall Right= 190 Pwall = 2232.44. lbs 2432.18 lbs Slope 6/12 lEnclosed Cne (Table 1609.6.2(2) P (Eqn 16-34) Pressure* Y -0.47 -8.37 Pmax= 6.59 psf Winward Condition 1 Pressure Y -0.16 -2.85 Pmin= -8.37 psf Roof Pressure' Y 0.06 1.07 - Condition 2 pressure Y 0.37 6.59 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure+ Y -1.09 -19.40. Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 207 Proof= 1732.01 lbs Normal . Leeward= 207 Proof= 2432.18 lbs Wind Parallel to ridge Left= 0 Proof= 0.00 lbs Parallel to ridge Right= 0 Proof= 0.00 lbs Windward= 207 Proof= 1732.01 lbs Inverse Leeward= 207 Proof= 2432.18 lbs Wind Parallel to ridge Left= 0 Proof= 0.00 lbs Parallel to ridge Right= 0 Proof= 0.00 lbs Wind Dirc. Net Force Normal Windward + Leeward= 6680.75 lbs 6680.8 lbs Sidewall Net= 0.00 lbs 234.4 lbs per ft width of wall Inverse Windward + Leeward= 6680.75 lbs 140.6 lbs ASD Load Sidewall Net= 0 lbs 3/12/2015 Medeiros Residence - Job 14-217 L K Slope All Heights Method Wind Loading Cnet: Table 1609.6.2(2) P: (Eqn 16-34) CBC -13 per 1609.6 V= 110 Kd= 0.85 Loading- Side h= 12 V^2= 12100 G= 0.87 Wall Lines B -C z= 8 qs 30.98 1= 1 Exposure: B Peak Ht= 16 kZ 0.57 Kzt= 1 -0.51 -9.08 kh= 0.57 qh= 15.13 Slope Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf psf Pressure Y 0.73 13.00 -0.16 -2.85 Pmin= -8.37 Leeward wall Pressure' Y -0.51 -9.08 Pmax= 9.08 psf 1.07 Pressure Y -0.21 -3.74 Condition 2 pressure Y 0.37 Pressure' Y -0.66 -11.75 Pmax= 11.75 psf Y Side wall Pressure Y -0.35 -6.23 psf Leeward Roof Pressure Length= 28.5 ft Pmin= -11.75 psf Pressure' Width= 25.33 ft Pmax= -14.06 psf II to ridge Pressure Height=8 -0.79 ft Wind Load Areas SQFT Pmin= -19.40 psf Areas SQFT Windward= 190 Pwall = 2469.21 lbs Windward= 0 Normal Leeward= 190 Proof= Pwall = 1725.06 lbs Normal Wind Sidewall Left= 114 Pwall = 1339.46 lbs Wind Sidewall Right= 114 Pwall = 1339.46 lbs 4016.78 lbs Windward= 190 Parallel to ridge Right= 207 Pwall = 2469.21 lbs Proof= Inverse Leeward= 190 Pwall = 1725.06 lbs Wind Sidewall Left= 114 Pwall = 1339.46 lbs Sidewall Right= 114 0.00 lbs Pwall = 1339.46 lbs Parallel to ridge Left= 207 Slope 6/12 jEnclosed C,,et (Table 1609.6.2(2) P (Eqn 16-34) Pressure* Y -0.47 -8.37 Pmax= 6.59 psf Winward Condition 1 Pressure Y -0.16 -2.85 Pmin= -8.37 psf Roof Pressure' Y 0.06 1.07 1 - Condition 2 pressure Y 0.37 6.59 Pressure' Y .-0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure' Y -1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 0 Proof= 0.00 lbs Normal Leeward= 0 Proof= 0.00 lbs Wind Parallel to ridge Left= 207 Proof= 4016.78 lbs Parallel to ridge Right= 207 Proof= 4016.78 lbs Windward= 0 Proof= 0.00 lbs Inverse Leeward= 0 Proof= 0.00 lbs Wind Parallel to ridge Left= 207 Proof= 4016.78 lbs Parallel to ridoe Riaht= 207 Proof= 4016.78 lbs Wind Dirc. Net rorce Normal Windward + Leeward= 4194.27 lbs 4194.3 lbs Sidewall Net= 0.00 lbs 165.6 lbs per ft width of wall Inverse Windward + Leeward= 4194.27 lbs 99.4 lbs ASD Load Sidewall Net= 0 lbs 3/12/2015 Medeiros*Residence - Job 14-217 ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 13.00 psf NICER (short period) Ss 0.588 USGS website %g MCER (1 sec period) Si 0.253 USGS website %g Response Modification R 6.5 Table 12.2-1 - Risk Category - 1I Table 1-1 - Importance Factor I 1 Table 11.5-1 - Strutural Height h„ 14.5 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period TL 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.149 Section 12.8.2.1 sec Design Spectral Acceleration SDs 0.521 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.319 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 1 0.080 ISection 12.8.1. - Use 0% of Snow Load in the Seismic design. Diaphragm Tributary Area = Diaph. width 1-4: 66.33 V ultimate = 163 plf 3183.84 SQFT Sloped Roof @ 20.18 psf V working stress = 117 plf 1126.00 SQFT of Ext. Wall @ 13.00 psf 972.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A-E 48 V ultimate = 226 plf 1442.96 SQFT Floor @ 12.00 psf V working stress = 161 plf W=. 103981.1 lbs L $r Diaphragm Tributary Area = Diaph. width 4-5: 28.5 V ultimate = 82 plf 721.905 SQFT of Roof @ 20.18 psf V working stress = 59 plf 608.00 SQFT of Ext. Wall @ 13.00 psf 0.00 SQFT of Int. Wall @ 8.00 psf Diaph. width B -C 25.33 V ultimate = 92 plf 0.00 SQFT of Int. Floor @ 12.00 psf V working stress = 66 plf W= 22472.4 lbs u �e m, 'a p 3/12/2015 Medeiros Residence - Job 14-217 LG ill Lateral Load Summary Roof Level Wall Line. Diaphragm 2.1 Triburtary Length (FT) 33.0 Seismic Loading (plf) 117 Wind Loading (plf) 154.5 Seismic Wall Load (kips) 3.85 Wind Wall Load (kips) 5.10 Controaling Load Case Wind 3.1 33.0 117 154.5 3.85 5.10 Wind 4.2 14.3 59 140.6 0.84 2.00 Wind 5.2 14.3 59 140.6 0.84 2.00 Wind A.1 20.0 161 121.4 3.23 2.43 Seismic B.2 12.6 66 99.4 0.83 1.25 Wind C.2 D.1 12.6 28.0 66 161 99.4 121.4 0.83 4.52 1.25 3.40 Wind Seismic ill 3/122015 Medeiros Residence - Job 14-217 L 7 SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 and CBC -13 Wall Wall Wall Wall Floor Well OTM . Net Required Holdown Wall To Una Load Well Height WidN PosiBon System Stress jUpliftf OTM Res Res a Res extra above Uplift • 0, Anchor Sborap B.11 kis Number R R kl ft Id ft (lbk kl s 1 Wall Una ID: 2 1 9 4.0 ComerSTEM 154.1 S. 0.9 0 0 0 1.26 SSTB16 HDU2 (DBL 2X) B Seismic 3.85 29.1 25.8 1 0 0 1 9 21.0 Comer STEM 154.1 0.73 SSTB16 HDU2 (DBL 2X) B 1 9 4.0 Comer STEM 204.0 7.3 0.9 0 0 0 1.70 SSTB16 HDU2 (DBL 2X) B Wind 5.10 1 9 21.0 Comer STEM 204.0 38.5 25.8 1 0 1 0 1.09 SSTB16 HDU2 (DBL 2X) B Level: 1 Wall Una ID: 3 1 9 8.0 Comer STEM 192.6 13.9 3.7 0 0 0 1.49 SST816 HDU2 (DBL 2X) B Seismic 3.85 1 9 8.0 Comer STEM 192.6 13.9 3.7 1 0 0 1.48 SSTB16 HDU2 (DBL 2X) B 1.81 SSTB76 HDU2 (DBL 2X) B 1 9 4.0 Comer STEM 192.6 6.9 0.9 2 0 0 1 9 8.0 Comer STEM 254.9 18.4 3.7 0 0 0 2.01 SSTB16 HDU2 (081-2X) B Wind 5.10 1 9 8.0 Comer STEM 254.9 18.4 3.7 1 0 0 2.01 SSTB16 HDU2 (DBL 2X) B 1 9 4.0 Comer STEM 254.9 9.2 0.9 2 0 0 2.15 SSTB16 HDU2 (DBL 2X) B Level: 1 Wall Una ID: 4 1 8 22.3 Corner STEM 37.5 6.7 25.9 0 0 0 -0.31 SSTS16 HDU2 (DBL 2X) A Seismic 0.84 1 8 22.3 Comer STEM 89.8 16.0 25.9 0 0 0 0.02 SSTB16 HDU2 (DBL 2X) A Wind 2.00 Level: 1 Wall Una ID: 5 1 8 25.3 Comer I STEM 33.0 6.7 33.4 0 0 0 -0.43 No AB Req'd No HD Req'd A Seismic 0.84 1 8 25.3 Comer STEM 79.1 16.0 33.4 0 0 0 -0.16 No AB Req'd No HD Req'd A Wind 2.00 Level: 1 Wall Line ID: A 1 9 31.8 Comer STEM 101.3 29.0 59.3 0 0 0 1 -0.07 No AB Req'd No HD Req'd A Seismic 3.23 1 9 31.8 Comer STEM 76.3 21.8 59.3 0 0 0 -0.43 AB Req'd No HD Req'd A Wind INo 2.43 Level: 1 Wall Una ID: 8 1 8 22.5 Corner STEM 37.0 6.7 26.3 0 0 0 No AB Req'd No HD Req'd A Seismic [__f.32 0.83 1 8 22.5 Comer STEM 55.6 10.0 26.3 0 0 0 -0.26 No AB Req'd No HD Req'd A Wind 1.25 Wall Line ID: C Level: 1 1 8 6.0 Comer STEM 138.5 6.6 1.9 0 0 0 0.94 SSTB76 HDU2 (DBL 2X) 8 Seismic 0.83 1 8 6.0 Comer STEM 208.3 10.0 1.9 0 0 1.48 SSTB16 HDU2 (DBL 2X) B Wind .0 1.25 Wall Una ID: D Level: 1 1 912.5 Comer STEM 273.7 30.8 9.1 0 0 0 2.08 SSTB16 HDU2 (081.2X) C Seismic 4.52 2 g 4.0 Comer STEM 273.7 9.9 0.9 0 0 0 2.34 SSTB16 HDU2 (DBL 2X) C 1 9 12.5 Comer STEM 206.0 23.2 9.1 0 0 0 1.42 SSTB16 HDU2 (DBL 2X) C Wind 3.40 2 9 4.0 Comer STEM 206.0 7.4 0.9 0 0 0 1.71 SSTS16 HDU2 (DBL 2X) C CI'i0 FPRWqLneerLn9 3/12/2015 Medeiros Residence - Job 14-217 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 2 Ift ft Level: 1 Com onents Diminsions ft Floor System: STEM Position: Corner b"I �� `�'I WALL STRESS: 204 plf Wind 2 °°"P' plf If Seismic `°'�' T Q `° REQ'D WALL ID: B x --1 REQ'D HOLDOWN: HDU2 (DBL 2X) 8 REQ'D AB: SSTB16 Full Wall Diminsions ft b h 28.67 9 Ift ft Nominal Values (Table 4.3A) I Wall ID Seimic Wind A Com onents Diminsions ft B Comp. 260 xi h, 511 b, 532 1 E 8 6.67 3 Wall ID 2 Wind 21 5 173 4 243 3 C 243 419 D 355 609 4 458 785 5 6 7 8 9 Desc Value Unit Eq. (4.3-5) Co 0.819 - Section 4.3..1 aspect 0.816 - Sec 4.3.1 & Sec 4.3.3.4 FL, 21.7 ft Eq. (4.3-8) T 2241 Ib Eq. (4.3-9) v 249 plf TRES 1006 Ib VRES 112 plf Res Extra 0 plf Net uplift 1235 Ib Nominal Values (Table 4.3A) I Wall ID Seimic Wind A 173 173 B 260 260 C 364 511 D 532 744 E 686 959 Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 243 260 C 243 419 D 355 609 E 458 785 La �FtAHCHO ngineertng f 3/12/2015 Medeiros Residence - Job 14-217 PERFORATED SHEAR. WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 3 Level: 1 Floor System: STEM Position: Corner WALL STRESS: 255 plf Wind b; 193 plf Seismic REQ'D WALL ID: B REQ'D HOLDOWN: HDU2 (DBL 2X) REQ'D AB: SSTB16 Full Wall Diminsions ft b h 1 14.5 9 ft 1 ft b 1r—b2- n corm Nominal Values (Table 4.3A) Wall ID I Com onents Diminsions ft A 173 Comp. B xi hi C b; 511 1. 532 4 5.00 686 6 2 Reduced Allowable Values I 3 Seimic Wind A 173 173 B 4 260 C 254 401 D 371 5, E 478 752 6 7 8 9 Desc Value Unit Eq. (4.3-5) CO 0.784 - Section 4.3.1 aspect 0.889 - Sec 4.3.1 & Sec 4.3.3.4 Y -Li 8.5 ft Eq. (4.3-8) T 2927 Ib Eq. (4.3-9) v 325 plf TRES 509 Ib VREs 57 plf Res Extra 0 plf Net uplift 2418 Ib b 1r—b2- n corm Nominal Values (Table 4.3A) Wall ID I Seimic Wind A 173 173 B 260 260 C 364 511 D 532 744 E 686 959 Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 254 260 C 254 401 D 371 583 E 478 752 L 17 3/12/2015 Medeiros Residence - Job 14-217 11h PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 4 Level: 1 Floor System: STEM Position: Corner WALL STRESS: 90 plf Wind 22.3 37 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 25.33 8 Ift . ft Com onents Diminsions ft Comp. x; h, b, 1 10 6.67 3 2 3 4 5 6 7 8 9 Eq. (4.3-5) Section 4.3.1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc Value Units Co 0.849 - aspect 1.000 - FL, 22.3 ft T 846 Ib V 106 plf TRES 790 Ib VRES 99 plf Res Extra 12 plf Net uplift -97 lb b b7 --iTj r cor+. � � coxP s � cols Nominal Values (I able 4.3A) I Wall ID Seimic Wind A 173 173 B 260 260 C 364 511 D 532 744 E 686 959 Reduced Allowable Values Wall ID Seimic Wind A 173 173 B 260 260 C 309 434 D 452 632 E 582 814 ftn CfiO eering 3/12/2015 Medeiros Residence - Job 14-217 L ) PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: A Level: 1 Floor System: STEM Position: Corner WALL STRESS: 76 plf Wind bi 101 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 50.33 9 Ift ft b II r I COMP 7 Clow i xi Nominal Values (Table 4.3A) I Com onents Diminsions ft Wind A Comp. 173 x1 hi 260 bi 364 1 D 4.5 4.00 E 6 959 2 Reduced Allowable Values I 16.5 4 Wind 6 173 3 B 32 4 C 6 457 4 475 665 E 613 857 5 6 7 8 9 _ Desc Value Units Eq. (4.3-5) CO 0.893 - Section 4.3.1 aspect 1.000 - Sec 4.3.1 & Sec 4.3.3.4 ELi 32.3 ft Eq. (4.3-8) T 1021 Ib Eq. (4.3-9) v 113 plf TRES 1552 Ib VRES 172 plf Res Extra 0 plf Net uplift -276 Ib b II r I COMP 7 Clow i xi Nominal Values (Table 4.3A) I Wall ID Seimic Wind A 173 173 B 260 260 C 364 511 D 532 744 E 686 959 Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 260 260 C 325 457 D 475 665 E 613 857 3/12/2015 Medeiros Residence - Job 14-217 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 - WALL LINE: B Level: 1 b Floor System: STEM b" Position: Corner WALL STRESS: 56 plf Wind T 37 plf Seismic - T j 2 REQ'D WALL ID: A , REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 28.5 8 Ift ft Com onents Diminsions ft Comp. xi h, b, 1 11.5 4.00 6 2_ 3 4 5 6 7 8 9 Eq. (4.3-5) Section 4.3..1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc Value Units Cc 0.905 - aspect 1.000 - EL, 22.5 ft T 492. Ib V 61 plf TRES 889 Ib VRES 111 plf Res Extra 0 plf Net uplift -397 Ib Nominal Values (Table 4.3A) Wall ID Seimic Wind A 173 173 B 260 260 C 364 511 D 532 744 E 686 959 Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 260 260 C 329 462 D 481 673 E 621 868 3/12/2015 Medeiros Residence - Job 14-217 L �3 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: B Level: 1 Floor -System: STEM Position: Corner WALL STRESS: 206 plf Wind - 274 pif Seismic REQ'D WALL ID: D REQ'D HOLDOWN: HDU2 (DBL 2X) REQ'D AB: SSTB20 Full Wall Diminsions ft b h 28 9 Ift ft Com onents Diminsions ft Comp. x; h, bi 1 - 3 4.00 10 2 18.5 5 6 3 4 5 6 7 _ 8 9 Nominal Values (Table 4.3A) 173 31 B Desc Value Units Eq. (4.3-5) Co 0.792 - Section 4.3..1 aspect 0.667 - Sec 4.3.1 & Sec 4.3.3.4 ELi 12.0 ft Eq. (4.3-8) T 3109 Ib Eq. (4.3-9) v 345 plf TRES 863 Ib VRES 96 plf Res Extra 0 pif Net uplift 3022 Ib Nominal Values (Table 4.3A) 173 31 B Wall ID Seimic Wind A 173 173 B 260 260 C 364 511 D 532 744 E 686 959 A 173 173 B 192 260 C 192 405 D 281 590 E 362 760 CHO ngineering COMPANY PROJECT WoodWork��' Mar. 12, 2015 00:47 B1.3 • SOFTWARE FOR WOOD L 91i Design Check Calculation Sheet woodworks slier 10.1 Load Type Distribution Pat- tern Location (ft) Start End Magnitude RE End Unit !;.dl DeadPu 1 Ate- Pv 12. 0(14. 01• pa Load2 Live Full Araa Fb' 40.00(14.50)• paf Load3 Dead Full UDL Supporta 12304 72.0 plf Load4 Dead Full UDL 0.83 Beam 424.0 plf Lo d5 Roof const, Full UDL 83 424.0 Dlt Loadfi Dead Point 3.50• 11.00 1750 lbs Load? Roof constr. Point Cb 11.00 1700 lbs Sel L-wei ht Dead Full UDL 1.07 C,support 21.2 elf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : I _ 17-3.5- 12' Unfactored: Dead Live Roof Live 10• I 4314 3480 2706 _ 5730 3480 4082 Factored: Anal aia Desi n 11401 Total 8954 Pv Bearing: 2Bending l+l Cb - Capacity Fb' 13781 Beam 13781 0.17 - 12304 Supporta 12304 0.43To[el Anal/Des 0.42 - 0.83 Beam 0.65 0.70 0.93 Support 0.73 83 Load comb 83 3.50• Length 3.50• 3.50• Min req'd 3.50• 1.00 Cb 1.00 , 1.00 Cb min 1.00 1.07 C,support 07 1. 625 up 625 LVL n -ply, CCE, 2800Fb, 13/4"04", 3 -ply (5-1/4"x14") Support: All - Lumber stud Well, D.Fir-L Stud Total length: 1 Y-3.5•; Lateral support: lop= at supporta, bottom= at supports; Repetitive factor applied where permitted (refer to online help); Analvsrs vs. Allowable Stress IDsil and Deflection (in) using NDS 2012: Criterion Anal sis Value Desi n�L/2��O Anal aia Desi n S at v 1 9 Pv 1v'0. 2Bending l+l Cb - 1672 Fb' fb/Pb' • 0.59Live De tl'n 0.17 - L/832 0.40 0.43To[el :Defl'n 0.42 L/344 0.60 0.70 has been"includad aa'per-NDS 3 4.3.1 Additional Data: FACTORS: F/EIpa11CD CM Ct CL CV Cf- Cr Cfrt Ci Cn LCp Fv' 285 • 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2800 1.00 - 1.00 0.973 0.98. - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - - E. 1.8 million - 1.00 - - - - 1.00 - - 3 aniny• 0.93 million - 1.00 - - - - 1.00 - - 3 Custom duration factor for wind load - 1.33 CRITICAL LOAD COMBINATIONS: - Shear : LC 02 - D+L, v • 9210, v design' 7315 lba , Bending(+1: LC R2 - D+L, N - 23894 lbs -ft Deflection: LC 03 - D+.75(L+Lr) (live) LC 83 D+.75(L+Lr) (total) ,. D -dead irlive S-anow W -wind I -impact Lr -roof live Le -concentrated e -earthquake All LC'a are Iia ted in the Analya is output Load combinations: ICC-ISC , CALCULATIONS: Deflection: EI • 720006 lb-in2/ply "Live• deflection - DeLleetion Frem all non -deed leads (live, wind, snow...( Total Deflection - i.50( ad Loatl DeLlect1on) +Live Lead Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits ere appropriate for your application. 3. System factor KM may not apply to geld -assembled multFpy Deems. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your total SCL manufacturer. 5' Size factors vary from one manufacturer to another for SCL materials. They can be changed inthe database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT Wood\A'6rksp SOFYINAREMNW0000MCM Mar. 12, 201509:47 B2 Design Check Calculation Sheet Wood Works sizer 10.1 1 -A.- Load Type Distribution Pat- Location (ft) Magnitude Unit 2805 66 Bearing: tern Start End Start End fb = Loadl Dead Full Area 12851 Supports 20.00(1 .00)• psf Load2 Roof constr. Full Area Beam 0.23 20.00(15.00)+ psf Self -weight Dead Full UDL 02 3.50• 12.1 if -iraouwry va t", Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfactored: Dead Roof Live 1430 1375 _ 1430 1375 Factored: Value 2805 Total 2805 66 Bearing: 212 v Fv' 0.31 Capacity fb = 12031 Beam 12031 12851 Supports 12851 <L/999 Anal/Des L/360 0.23 Beam 0.23 0'22 Support 0.22 02 Load comb 02 3.50• Length 3.50• - 3. • Min req'd 3.50• 1..000 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 Fc su 6251625 1 -minimum Deanng ,engin semng u5eu. r uc rur enu suppurto Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 91-5.5'; Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress (osil and Deflection (in) uslna NDS 2012: Criterion Anal sis Value Desion. Value Anal sis/Desi n Shear fv - 66 FV' 212 v Fv' 0.31 Bending fb = 984 Fb' = 1687 fb/Fb' - 0.58 Live Defl'n 0.08 - <L/999 0.31 - L/360 0.27 Total Defl'n 0.21 = L/523 0.46 = L/240 0.46 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC0 Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 •Fb'+ 1350 1.25 1.00 1.00 I. J. 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - .2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V - 2805, V design - 2244 lbs - Bending(+): LC 02 - D+Lr, M - 6429 lbs -ft Deflection: LC 82 - D+Lr (live) LC 02 = D+Lr (total) D -dead L=liveS=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 580e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow.-) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT woodWorKS-. •iOF7WA&E:OA WOOD DESrt.N Mar. 12, 201509:47 B3 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ftl Magnitude Unit 285 44 Bearing: tern Start End Start End fb Loadl Dead Full Area 4101 Supports 12.00 (16.01' psf Load2 Live Full Area Joist 0.11 90.00 (16.0)• psf Self-wei ht Dead Full UDL 02 3.50• 2.0 if y wiacn (ini Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : s'3.5" - Unfactored: Dead72 Live 213 72 213 Factored: Value 285 Total 285 44 Bearing: 144 fv Fv' 0.31 Capacity fb 2625 Joist 2625 4101 Supports 4101 L/617 Anal/Des 1 0.11 Joist 0.11 0.07 Support 0.07 02 Load comb 02 3.50• Length 3.50• 3.50' Min req'd 3.50'1.00 Cb 1.00 1.00 Cb min 1.00 1.25 Cb support 1.25 1 625 Fcp sup 625 -Minimum bearing lengm semng usea: s-vc for end supports Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. Lumber -soft, D.Fir-L, No.2, 2x6 (1-112"xS-1/2") Supports: All - Lumber Stud Wall, D.Fir-L Stud Floor joist spaced at 16.0" cic; Total length: 6'3.5'; Lateral support lop= full, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion lAnalysis Value IDesign Value Anal sis/Desi n shear fv 44 Fv' 144 fv Fv' 0.31 Bending(+) fb 905 fib' 1076 fb/Fb' - 0.84 Live Defl'n 0.16 = L/617 0.27 = L/360 0.58 Total Defl'n 0.23 = L/410 0.40 = L/240 0.59 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00,1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC N2 = D+L, V - 285, V design = 242 lbs Bending(+): LC 02 - D+L, M - 570 lbs -ft Deflection: LC 82 - D+L (live) LC 02 - D+L (total) D=deadL=live S=snow W=wind I -impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI = 33e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Z COMPANY PROJECT woodWorkS.'. s0irWAREMRW00D0E31GW Mar. 12, 2015 09:48 84 Design Check Calculation Sheet WoodWorks Sizer 10.1 I r ...,ate. Load Type Distribution Pat- Location (ft] Magnitude Unit Shear 1108 Total tern Start End Start End fv Fv' a 0.37 Loadl Dead • ' Full Area Eb' = 12.00 (5.00)' psf Load2 Live Full Area 6125 40.00 (5.00)• psf Self-wei ht Dead Full UD L 0.42 6.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfactored: Dead Live 275 833 Value 215 833 Factored: Shear 1108 Total 1108 144 fv Fv' a 0.37 Bearing: fb = - Eb' = capacity fb/Fb' = 0.98 Live Defl'n 6125 Beam 6125 L/360 8476 Supports 8476 L/520 0.42 Anal/Des 0.46 0.18 Beam 0.18 O Support 0.13 H2 Load comb 82 3.50• Length 3.50• 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.11 Cb support 1.11 625 L.Fc sup625 -minimum Ytlaln,a Itlndln e=uu,y uaov..r u< w, v,,.. auyy.nw Lumber -soft, ,Fir -L, No.2, 4x8 (3-1/2"x7-1/4") Supports: Al - Lumber Stud Wall, D.Fir-L Stud Total length: 8'-7.5'; Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress Iasi) and Deflection (in) „sins Nos 2012: Criterion Analysis Value Desi n ValuelAnalXsis/DesicTn Shear fv 54 EV' 144 fv Fv' a 0.37 Bending(+) fb = 904 Eb' = 926 fb/Fb' = 0.98 Live Defl'n 0.13 L/778 0.28 = L/360 0.46 Total Defl'n 0.19 L/520 0.42 L/240 0.46 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# EV' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Eb'+ 900 1.00 1.00 1.00 0.989 1.300 1.00 1.00 1.00 0.80 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - . E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.58 million, 1.00 1.00 - - - - 1.00 0.95 - 2 , Custom duration factor for Wind load = 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 82 - D+L, V = 1108, V design = 909 lbs Bending(+): LC 02 = D+L, M = 2309 lbs -ft Deflection: LC #2 = D+L (live) , LC H2 - D+L (total) D -dead L=live S=snow W=wind I=impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 178e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow-) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. - Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3S COMPANY PROJECT Wood W'---'0',rks'. SO fWAREFOR WoonarsrOm Mar. 12, 2015 09:48 85 Design Check Calculation Sheet Wood Works Sizer 10.1 ■�� Load Type Distribution Pat- Location (ftl Magnitude Total 1141 16 Bearing: 212 - End fb = Loadl Dead Ful UDL 15859 Supports 122.0 �UnitternStartEndStart Load2 Roof constr. Full UDL Beam 0.07 122.0 Support Self-wei ht Dead Full UDL 02 3.50• 19.4. I Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : B'-11.5" - Unfactored: Dead Roof Live 613 529 613 529 Factored: Value 1141 Total 1141 16 Bearing: 212 - Capacity fb = 15859 Beam 15859 15859 Supports 15859 CL/999 Anal/Des L/360 0.07 Beam 0.07 0.07 Support 0.07 02 Load comb 02 3.50• Length 3.50+ 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 625 LFcP sup 625 -minimum unanny lanyu, a to v vo=�..r ,.� w. _„� "..rr••, •+ Timber -soft, D.Fir-L, No. 1, 8x12 (7-1/4"x11-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud • Total length: 8'-11.5"; Lateral support: top= at supports, bottom= at supports; Analvcic vs_ Allnuvahla Strass (nsil and Deflection (in) uslna NDS 2012: Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv 16 Fv' 212 fv Fv' = 0.07 Bending(+) fb = 194 F'b' = 1687 fb/Fb' = 0.11 Live Defl'n 0.01 = CL/999 0.29 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.43 a L/240 0.07 Additional Data: FACTORS: F/Elpsi)CD CM Ct CL CF Cfm Cr Cfrt Ci Cn LCH Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1:00 1.00 1.00 - 2 Fcp'. 625 - 1.00 1.00 - - - - 1.00 1.00 - - E'1.6 million 1.00 1.00 - - - 1.00 1.00 2 custom duration factor. for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear LC 42 - D+Lr, V - 1141, V design .856, lbs Bending(+): LC 02 - D+Lr, M = 2473 lbs -ft " Deflection: LC 02 = D+Lr (live) LC 62 - D+Lr (total) D-deadL-live S=snow W -wind I -impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 1376e06 lb-in2 "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. j36 COMPANY PROJECT . 1i iz. Wood o rKs SOFRVARFFOA WOOD OFSfGN . Mar. 12, 2015 09:48 B6 Design Check Calculation Sheet woodworks sizer 10.1 Load Type Distribution Pat- Location (ftl Magnitude Unit Shear 1528 Total tern Start End Start End fv FV' = 0.20 Loadl Dead Ful UDL Fb' a 250.0 plf Load2Roof constr. Full U-1,250.0 12031 L/360 plf Self-wei ht Dead Full UDL 0.30 = 9.5 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6'-3.5" - 6' Unfactored: Dead Roof Live v 778 750 Value 778 750 Factored: Anal sis/Desi n Shear 1528 Total 1528 212 fv FV' = 0.20 Bearing: fb 571 Fb' a Capacity fb/Fb' = 0.38 Live Defl'n 12031 Beam 12031 L/360 12851 Supports 12851 <L/999 0.30 = Anal/Des 0.22 0.13 Beam. 0.13 0.12 Support 0.12 Load comb X23.50' - 0' Length 3.50• 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 1 625 Fcp sup 625 Timber -sok D.Fir-L, No. 1, 6x8 (5-1/2"x7-114") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 6'3.5'; Lateral support: top= at supports, bottom= at supports; Analvsis vs_ Alinwahle Stress (lasil and Deflection (in) u=lna NDS 2012: Criterion Analvs Value Desi n Value Anal sis/Desi n Shear R, = 43 Fv' = 212 fv FV' = 0.20 Bending(+) fb 571 Fb' a 1500 fb/Fb' = 0.38 Live Defl'n 0.03 <L/999 0.20 - L/360 0.13 Total Defl'n 0.07 = <L/999 0.30 = L/240 0.22 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 1.25 1.00 1.00 J. J. 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 , CRITICAL LOAD COMBINATIONS: Shear LC 02 D+Lr, V = 1528, V design = 1146 lbs Bending(+); LC 02 D+Lr, M = 2293 lbs -ft Deflection: LC 02 = D+Lr (live) LC #2 = D+Lr (total) D=deadL=live S=snow W -wind I=impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI = 279:06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. - Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Wood WA o"i ks' SOF7WAAEFOA WOOD DMGM Mar. 12, 2015 09:48 B7 Design Check Calculation Sheet woodworks sizer 10.1 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'-3.5" y 8' 0' 'Minimum bearing length setting used: 3-1/2" for end supports Timber -soft, D.Fir-L, No. 1, 6x10 (5.112"x9-114") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 9-3.5'; Lateral support top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt C1 Cn LCN Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp'. 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 custom duration factor for Wind load a 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+Lr, V - 3448, V design - 2658 lbs Bending(+): LC 82 - D+Lr, M - 6897 lbs -ft Deflection: LC H2 = D+Lr (live) LC q2 D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI = 580e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load Type Distribution Pat- Location (ft) Magnitude Unit tern start end Start End Loadl Dead Full UDL '12"'1 Unfactozed: Dead Roof Live 1748 1700 Desi n Value 1748 1700 Factored: fv � 8 Fv' = 212 3448 Total 3448 Fb' = 1'687 fb/Fb' � 0.63 Bearing:. 0.07 � <L/999 0.27 = L/360 0.25 Capacity 0.17 = L/559 0.40 L/240 .0 p f Load2 Roof constr. Full UDL Supports 12851 425.0 plf Self-wei ht Dead Full UDL 0.29 Beam 12.1 if Unfactozed: Dead Roof Live 1748 1700 Desi n Value 1748 1700 Factored: fv � 8 Fv' = 212 3448 Total 3448 Fb' = 1'687 fb/Fb' � 0.63 Bearing:. 0.07 � <L/999 0.27 = L/360 0.25 Capacity 0.17 = L/559 0.40 L/240 12031 Beam 12031 12851 Supports 12851 Anal/Des 0.29 Beam 0.29 0.27 Support 0.27 qy Load comb k2 3.50• Length 3.50• 3.50• Min req'd 3.50' 1.00 Cb 1.00 1.00 Cb in 1.00 1.07 Cb support 1.07 625 Fc sup 625 Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv � 8 Fv' = 212 fv Fv - 0. 7 BendYng(+) Pb = 1055 Fb' = 1'687 fb/Fb' � 0.63 Live Defl'n 0.07 � <L/999 0.27 = L/360 0.25 Total Defl'n 0.17 = L/559 0.40 L/240 0.43 Unfactozed: Dead Roof Live 2048 2000 2048 2000 COMPANY PROJECT 4048 Total 4048 212 Bearing: oodVVo-rks W fb = 1239 Capacity 1687 SOFTWAREADR woos MWGN Mar. 12, 2015 09:49 88 12851 Design Check Calculation Sheet Full UDL Wood Works Sizer 10.1 Anal/Des Loads: plf Type Distribution Pat- Location (ftj Magnitude Unit Dead Full UDL tern Start End Start End Support Dead Ful UDL 500.0 p f ESelf-,ei if Roof constr. q2 3.50• Length Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.50` 8'-3.5" I 1.00 Cb. 1.00 1.00 Cb min B' 1.07 OPI 1.07 \ 625 Fc 5U 625 'Minimum bearing length setting used: 3-1/2" for end supports Timber-soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: V-3.5'; Lateral support: top= 24 bottom= at supports; (in) Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN FV' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'.+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 ' CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+Lr, V = -4048, V design - 3121 lbs Bending(+): LC #2 - D+Lr, M - 8097 lbs-ft Deflection: LC 02 = D+Lr (live) LC N2 - D+Lr (total) D=dead L=live S=snow W=wind I-impact Lr-roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI - 58OeO6 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow_.) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default defection limits are appropriate for your application. 3. Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. Unfactozed: Dead Roof Live 2048 2000 2048 2000 Factored: Anal sis/Desi n 4048 Total 4048 212 Bearing: Bend4ng(+) fb = 1239 Capacity 1687 12031 Beam 12031 12851 Supports Full UDL Total DePl'n Anal/Des 500.0 plf t Dead Full UDL 0.32 Support 12.1 if Unfactozed: Dead Roof Live 2048 2000 2048 2000 Factored: Anal sis/Desi n 4048 Total 4048 212 Bearing: Bend4ng(+) fb = 1239 Capacity 1687 12031 Beam 12031 12851 Supports 12651 Total DePl'n Anal/Des - 0.34 Beam 0.34 - 0.32 Support 0.32 q2 Load comb q2 3.50• Length 3.50• 3.50` Min req'd 3.50• 1.00 Cb. 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 \ 625 Fc 5U 625 Criterion Anal lysis Value Desi Value Anal sis/Desi n Shear fv = 92 Fv' = 212 fv Fv' = 0.43 Bend4ng(+) fb = 1239 Fb' = 1687 fb/Fb' 0.73 Live Defl'n 0.08 = <L/999 0.27 � L/360 0.30 Total DePl'n 0.20 L/476 0.40 � L/240 0.50 COMPANY PROJECT W0o.d*W.,-o:.rK.-.s- Mar. 12.201508:49 `89 COFTWAAFPDIL W000allfGA!- Design Check Calculation Sheet Wood Works Sizer 10.1 Wad Type Diatribution Pat- Location (ft) Magnitude Unit 2830 Bearing: tern Start ¢nd Start End Loam Des Fu Area - 12851 Supporta 20.0 14. )• Wad2 Roof constc. Full Area Be', 0.24 - 20.00 14.00)• fWada 0.22 Dead Point3.00 #2 3.50• 24sWad4 �lb 3.50• Roof conatc. Point 1.00 3.002000sDead 1.00 1.00 Cb min 1.00 Full UDL Cb support 1.07 12.1 t Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) e' -9s• 9'.fi• I 1 Unlactored: Dead Root Live I 0 I 1446 1382 1199 1138 Factored: 2331 Tor al 2830 Bearing: capacity 12031 Beam12031. - 12851 Supporta 12851 Mal/Dan 0.19 Be', 0.24 - 0.18 Support 0.22 p2 Load comb #2 3.50• Length 3.50• 3.50• 141. aq'd 3.50• - _ 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 625 F 'up 625 Timber -soft, D.Fir-L, No. 1, 8x10 (5-1/2"x9.1/4") Supports: All - Lumber Stud Well, D.Fir-L Stud Total length: 6'-9.5•: - Lateral support: lope 24 bottom= at supports; pnj Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: CriterionMal ais Value Design Value Mal aia Deaf n Shear tv - Fv' - 3 v ty - 0.3 Bonding l+) fb - 1128 Fb' a 1687 tb/Fb' - 0.67 LiVe Defl'n 0.04 - <L/999 0.22 - L/360 0.18 Total Defl'n 0.10 a L/782 0.33 - 1/240 0.31 AddMdnal Data: FACTORS: F/E(ps1)CD CM Ct CL CF Cfu Cr Cfrt CS Cn LCp N. 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' fi25 - 1.00 1.00 - - - - 1..00 1.00 - - E' 1.6 mil11. 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration tactor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: , Shear : LC 02 - D+Lr, V - 2830, V design a 2672 lba Bending l+l: LC q2 - D+Lr, M - 7376 lbs -ft i De [lection: LC p2 D+Lr (live) LC p2 D+Lr hotel) D -dead Wlive Seanov W-vind I-impacC Lreroof live Lc -concentrated ¢=earthquake All LC, are lisced Sn the An lysis output , Load combinations: ICC -IBC CALCULATIONS: De tlectlon: EI - 500.05 lb -int 'Live' deflection - DeflactIon from all non -deed loads (live, wind, anov_1 Total De Llactien - 1.50(Deed Load Deflection) + Live Wad De tlectlon. Design Notes: 1. WOOOWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please ve fly that the default deflection limits are appropriate for your application. 3. Seem lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • COMPANY PROJECT ' woodWorks� Mar.12,201509:50 B10 SOP!WARMR WOOO OW" Design Check Calculation Sheet Woad Works Sizer 10.1 u vaua. Type Diacributian Pat- Locaeion Iftl Magnitude Unit ' 5 ear 2117 [ern Ste rt End Start Bnd , Dead �L��,d Fu UDL !b/Fb' 0.20 •0 p Roof constr.Full UDL 15859 Beam 255.0 pl!Dead 15859 ELll UDL 15859 0.11 19.4 It Anal/Des Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : E B'-3.5' �a 0 S' Unfactoced: Dead Roof Live r p 1097 1020 r 1097 1020 Factored: ' 5 ear 2117 Total 2117 Bending l*1 Bearing: Fb' 1667 !b/Fb' 0.20 Cape city Llvn DePl'n 0.02 - <L/999 15859 Beam 15859 15859 supports 15859 0.11 Anal/Des 0.13 Beam 0.13 0.13 Support 0.13 - 12 Load coni 62 3.50• Length 3.50• 3.50• Nin ceq'd 3.50• 1.00 Cb1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 625 Fcp sup 625 Timber -soft, D.Fir-L, No. 1, 8x12 (7-1/4"01-1/4") Supports: All - Lumber Stud Well, D.Fir-L Stud Total length: B'-3.5'; Lateral support: top= 24 bottom- at supports; pnl Analvwic vc" Allowable Stress (Dsll and Deflection (in) uaina NDS 2012: Additional Data: ) FACTORS: F/E(pai)CDCN Ct CL CF Cf. Cr Cfrt CS C. LCp Fv' _ 110 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear LC p2 - D+Lc, V - 2117,1V design - 1544 lbs Bending l+l: LC U2 - D+Lr, N - 4235 _lbs -!c Deflection: LC 12 - D+Lr (live) LC #2 - D+Lr (total) D=deadL-live S -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the An lyes output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 1376.06 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind, Total Deflection - 1.50(Dead Load Deflection) + Live Load Deft action. Design Notes: 1. Woodworks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please vertfy Ihet the default deflection limits are appropriate for your applicellon. ]. Sewn IumDer berMing members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion lAnalvsi3 Value IDesign Value Anal sis/Oesf n ' 5 ear 212 v EV' " 0. Bending l*1 fb - 332 Fb' 1667 !b/Fb' 0.20 Llvn DePl'n 0.02 - <L/999 0.27 L/360 0.06 Total Defl'n 0.04 <L/999 0.40 L/240 0.11 Additional Data: ) FACTORS: F/E(pai)CDCN Ct CL CF Cf. Cr Cfrt CS C. LCp Fv' _ 110 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear LC p2 - D+Lc, V - 2117,1V design - 1544 lbs Bending l+l: LC U2 - D+Lr, N - 4235 _lbs -!c Deflection: LC 12 - D+Lr (live) LC #2 - D+Lr (total) D=deadL-live S -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the An lyes output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 1376.06 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind, Total Deflection - 1.50(Dead Load Deflection) + Live Load Deft action. Design Notes: 1. Woodworks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please vertfy Ihet the default deflection limits are appropriate for your applicellon. ]. Sewn IumDer berMing members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY I PROJECT Woodworks- foFIWANFrOm WOOD omGN Mar. 12, 201509:51 B11 Design Check Calculation Sheet Wood Works Sizer 10.1 Load v• Type Distribution Pat- Location [ft) Magnitude ValueAnal 1672 Total tern Start End Start End Bearing: Loadl Dead Fu UDL 2 5.0 275.0lf :nit fLoad2 Beam Roof constr. Full UDL 7.2 if self -weight Dead Full UDL 0.14 Beam Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6-3.5" 6 Unfactored: Dead Roof Live LY 847 825 847 825 Factored: ValueAnal 1672 Total 1672 6 Bearing: = 212 fv Fv' 0.31 Capacity fb 12031 Beam 12031 - 12851 Supports 12851 'CI, . Anal/Des = L/360 0.14 Beam 0.14 0.13 Support 0.13 N2 Load comb H2 _ 3.50• Length 3.50• 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 625 Fcp sup 625 -minimum oeannu i n9u, a=uu,y uo=,.. v- vc ,�, _,,.. =rr�, •� Timber -soft D.Fir-L,1, 6x6 (5.112"x5-1/2") Supports:Ah -Lumber Stud Wall, D.Fir-L Stud Total length: 6-3.5' Lateral support: top= 24 bottom= at supports; [in) Analvcia wa Allnwahlw Strpss (nsil and Deflection (in) uslna NDS 2012: Criterion Analysis Value IDesign ValueAnal sis/Desi n Shear fv 6 Fv.2' = 212 fv Fv' 0.31 Bending(+) fb 1085 Fb' 1500 fb/Fb' - 0.72 Live" Defl'n 0.07 = 'CI, . 00 = L/360 0.33 Total Defl'n 0.17 L/431 0.30 L/240 0.56 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCH Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00' 2 Fb'+ 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00. 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+Lr, V - 1672, V design a 1335 lbs - Bending(+):LC N2 = D+Lr, M - 2507 lbs -ft Deflection: LC #2 - D+Lr (live) LC #2 - D+Lr (total) D-deadL=live S=snow W -wind I -impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI 122e06 lb -int "Live" deflection Deflection from all non -dead loads (live, wind, snow_.) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Wood...orks� sor�w�aewx wood orsrcx Mar. 12, 2015 09:51 812 Design Check Calculation Sheet WoodWorks Sizer 10.1 ■.tr_ ra Load Type Distribution Pat- Location tft) Magnitude Unit 2573 212 Bearing: tern Start End Start End 1684 Loadl Dead FU UDL 12651 Supports 250.0 'if Load2 Roof constr. Full U. Beam 0.21 250.0 plf Self-wei ht Dead Full UDL #2 3.50+ 14.7 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10-3.5" - 10' Unfactored: Dead Roof Live v 1323 1250 1323 1250 Factored: Analvsis/Desicrn 2573 Total 2573 212 Bearing: Bending(+) fb = 665 Capacity 1684 12031 Beam 12031 12651 Supports 12851 Total Defl'n Anal/Des 0.50 = 0.21 Beam 0.21 0.20 Support 0.20 02 Load comb #2 3.50+ Length 3.50+ 3.50• Min req'd 3.50+ 1.00 Cb 1.00 1,00 Cb min 1.00 1.07 Cb support 1.07 625 Fcp sup 625 -mmimum oeanny ronyu aouu,w maw..,-,.� �.., o,�.. wrr�••� Timber -sok D. - No. 6212 (5-112"x11-114") Supports: AlI Lumber Stud Wall, D.Fir-L Stud Total length: 10'-3.5'; Lateral support: top= 24 bottom= at supports; (in) AnalVslc vc. Allnwahip Stress (Dail and Deflection (in) using NDS 2012: Criterion Analysis Value IDesign Value Analvsis/Desicrn Shear fv -49 Fv' 212 fv Fv' a 0.23 Bending(+) fb = 665 Fb' 1684 fb/Fb' = 0.40 Live Defl'n 0.05 = CL/999 0.33 = L/360 0.16 Total Defl'n 0.14 = L/860 0.50 = L/240 0.28 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF •Cfu Cr Cfrt Ci Cn LCN Fv' 110 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 . Fb'+ 1350 1.25 1.00 1.00 0.998 1.000 1.00 1.00 1.00 1.00 - 2 F - p' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 . Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V - 2573, V design - 2016 lbs Bending(+): LC 02 = D+Lr, M = 6434 lbs -ft Deflection: LC 02 = D+Lr (live) LC #2 D+Lr (total) D-deadL=live S=snow W=wind I -impact Lr=roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 1044eO6 lb-in2 ' "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC Inlemalional Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Wood W*brks sorvWAREFOAWool>DiUGv Mar.12,201509:51 B13 Design Check Calculation Sheet Wood Works Sizer 10.1 1 w.A Load Type Distribution Pat- Location (ft] Magnit�Aflf Analsis/Desi n Shear tern Start End start Loadl Dead Fu UDL Bearing: fb - 312.0 lf Load2 Roof constr. Full UDL fb/Fb' = 0.58 Live Defl'n 312.0 Self -weight Dead Full UDL L/360 12851 12.1 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9'-3.5" 9' Unfa ctored: Dead Roof Live v _ 1458 1404 Value 1458 1404 Factored: Analsis/Desi n Shear 2862 Total 2862 212 fv FV' 0.32 Bearing: fb - 985 Fb' 1 Capacity fb/Fb' = 0.58 Live Defl'n 12031 Beam 12031 L/360 12851 Supports 12851 , 0.45 = Anal/Des 0.45 0.24 Beam 0.24 0.22 Support 0.22 02 Load comb k2 3.50• Length 3.50• 3.50- Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.01 625 Fcp sup 625 Timber -soft, D.FIr-L, No. 1, 6x10 (5-112"x9-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 9-3.6% Lateral support: top= 24 bottom= at supports; [in) Annlveic vs- Allnwable Strass (DSII and Deflection ([n) usina NDS 2012: Criterion Analysis Value Desian Value Analsis/Desi n Shear fv = 6 Fv' 212 fv FV' 0.32 Bend&ng(+) fb - 985 Fb' 1 1687 fb/Fb' = 0.58 Live Defl'n 0.08 - <L/999 0.30 = L/360 0.26 Total Defl'n 0.20 - L/532 0.45 = L/240 0.45 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 , Fb'+ .1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 , Fcp' 625 - . 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 - Custom duration factor for wind load - 1.33 - CRITICAL LOAD COMBINATIONS: Shear : LC H2 - D+Lr, V - 2862, V design 2279 lbs Sending(+): LC 02 - D+Lr, M - 6440 lbs -£t Deflection: LC 112 - D+Lr (live) LC 02 = D+Lr (total) D -dead L=live S=snow W=wind I -impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output. Load combinations: ICC -IBC CALCULATIONS: Deflection: EI '= 580e06 lb-in2 "Live" deflection Deflection from all non -dead loads (live, wind, snow...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 4. - - • WOO .-- -6: `�`'iS® Mer. 12, 201509:52 814 -SOF7WAREFOR WOOD 6kSWGN Design Check Calculation Sheet Woodworks Sizer 10.1 r _a - Load '• Type Distribution Fat- Location Ifti Magnitude Unit 1715 Total eecn sea rtend star c end Fb' - 1500 fb/Fb' - 0.26 Loadl Dee Fu 1 UDL 12031 424.0p 12031 Loed2 Roof conatr. Full UDL 12051 - 424.0 plf self -vel At Dead Full UDL 0.14 9.5 It 0.13 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4'-3.5' Unfactored: Dead Roof Live 0' 867 848 067 848 Factored: s ear 1715 Total 1715 Banding(+) Bearing: Fb' - 1500 fb/Fb' - 0.26 Capacity 0.01 - <L/999 12031 Beam 12031 12851 supporta 12051 - An 0.14 Beam 0.14 0.13 Support 0.13 d2 Load comb 92 3.50• Length 3.50• 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 625 F . up 625 .o..y... ........ a .._ ._. _.._ __••-.._ Timber -soft, D.Fir-L, No. 1, 6x8 (5.112"x7-1/4") Supports: All - Lumber Stud Well, D.Fir-L Stud Total length: 4'-3.5 Lateral support: top= at supports, bottom- at supports; Analvsis vs. Allowable Stress (Dsil and Deflection (in) uaina Nos 2012: Critdtion Anal ais value Design Value Anal ala/Desi n s ear v - 4 Fv - 21 v Fv' - 0. Banding(+) fb - 427 Fb' - 1500 fb/Fb' - 0.26 Live Daft 0.01 - <L/999 0.13 - L/360 0.07 Total Defl'n 0.02 - <L/999 0.20 - L/240 0.11 Addkitmal Data: FACTO Rs: F/e(psi)CD CM Ct CL CF Cfu Cr Cfrt CS Cn LCfl Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 11, 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: sheer LC 42 - D+Lr, V - 1715, V design - 1012 lbs Bending(+): LC p2 - D+Lr, N - 1715 lbs - ft Deflection: LC d2 - D+Lr (live) LC 62 D+Lr (total) D -dead L -live s -snow W -wind I -impact Lr -roof live Lc -concentrated Freerthquake All LC. 3 are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 279e06 lb -int "Live" deflection - Deflection from all non -dead load. hive, wind, snow.-) Total Deflection - 1.SOIDead Load DefleeelonI + Live Load Deflection. Design Notes: 1. Wood Works analysis and design am In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Untactored: Daad Live a 230 680 - COMPANY PROJECT 910 Total 910 Bearing: Wood wwo.r{\✓® Mar.12,201509:52 815 ' SOF7WARFFOR WOOD l/FSlGN Be.. 6125 8476 Design Check Calculation Sheet 0476 Wood Works sizer 10.1 Anal/Den Loads: 0.15 Load Type Distribution Pat- Location (ft) Magnitude Unit ' 0.15 tern Start End Start End Support Loa 1 Dead Ful Acea .00 1 .001• psf Dead Load2 Live PL11 Area 00.00 Id.00)• pat q2 Sal 6.0 •Tc butacy W1 Ch 'T t) - 3.50• Min req'd 3.50• Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : Cb e' -Bs• i Cb min 1.00 1.11 Cb support 1.11 625 Fe up fi25 .Minimum bearing length setting used: 3.12' for end supports Lumber -soft, D.Fir-L, No.2, US (3.112"x7-1/4") Supports: All - Lumber Stud Well, D.Fir-L Stud Total length: B'-9.5•: Lateral support: top- atsupports, bottom- at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Anal ala value Desi n Value Anal .Ls/Desi n 9heec d Fv d v tv Bending(+1 fb 756 Fb' 925 fb/Fb' O.82 - Live Defl•n 0.11 L/916 0.28 L/360 0.39 Total Defl'n 0..7 L/60e O.d2 L/2d0 0.39 Additional Data: FACTORS: F/E(p.i)CD CM CC CL CF cf. Cr Cfrt Ci Cn K9 Fv' 1B0 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.989 1.300 1.00 1.00 1.00 0.80 - 2 Fcp' - 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 -. 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 2 Custom duration tactor for Wind load a 1.33 CRITICAL LOAD COMBINATIONS: ' Shear : K a2 D -L, V - 910, V design 709 Its - Bending(+): K a2 D+L, M -. 1933 lbs -ft Deflection: K q2 D+L (11ve1 K 82 D+L (total) D -dead L -live s -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake All K's a e listed Sn the Analysis output , Load cambinationa: ICC -IBC CALCULATIONS: Deflection: EI - 176.06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow.-) Total Deflection - :.50(Dead Load Deflection) + Live Load Deflection. Design Notes: I.Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. - 2. Please verify that the defau0 deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Untactored: Daad Live a 230 680 230 600 Factored: 910 Total 910 Bearing: Capacity 6125 Be.. 6125 8476 Supporta 0476 , Anal/Den 0.15 Be,, 0.15 - 0.11 Support t-wei ht Dead 1111 UDL q2 - 3.50 - 6.0 if Untactored: Daad Live a 230 680 230 600 Factored: 910 Total 910 Bearing: Capacity 6125 Be.. 6125 8476 Supporta 0476 , Anal/Den 0.15 Be,, 0.15 - 0.11 Support 0.11 g2 Load comb q2 - 3.50 - Long tA 3.50. 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.11 Cb support 1.11 625 Fe up fi25 t COMPANY PROJECT 'Woodorks" sorrw,wEroxw0000VCN Mar.12,201509:52 B16 Design Check Calculation Sheet Wood Works Sizer 10.1 nails Load Type Distribution Pat- Location (ft) Magnitude Unit ' 285 Bending(+) Bearing: tern Start End Start End Capacity Live Defl'n Loadl Dead Ful Area 4101 12.00 (16.0)• psf Load2 Live Full Area 0.11 40.00 0.11 0.07 Self-wei ht Dead Full UDL Load comb 2.0 if Length 'Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'3.5" 8' Unfactored: Dead Live 0 72 - 213 _ 72 213 Factored: 285 Total 285 Bending(+) Bearing: Fb' 1076 " Capacity Live Defl'n 2625 Joist 2625 4101 Supports 4101 0.40 = L/240 Anal/Des " 0.11 Joist 0.11 0.07 Support 0.07 02 Load comb N2 3.50' Length 3.50' 3.50' Min req'd 3.50' 1.00 Cb 1.00 1.00 Cb min 1.00 1.25 Cb support 1.25 625 Fc su 625 'Minimum bearing length setting used: 3-1/2" for end supports Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. Lumber -sok D.Fir-L, No.2, 2x6 (1-112"x5-1/2") Supports: All - Lumber Stud Wall, D.Fir-L Stud Floor joist spaced at 16.0' dc; Total length: 8'3.5'; Lateral support: top= full, bottom= at supports; Repetitive factor applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Shear Anal sis Value Desion Value Anal sis/Desi n fv = 44 Fv' 144 fv Fv' 0.31 Bending(+) fb = 905 Fb' 1076 fb/Fb' - 0.84 " Live Defl'n 0.16 L/617 1 0.27 = L/360 0.58 Total Defl'n 0.23 = L/410 0.40 = L/240 0.59 " Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt CS Cn LCN Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb 4 900 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 2 ' Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - , E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' ' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 82 a D+L, V - 285, V design = 242 lbs " Bending(+): LC 02 = D+L, M - 570 lbs -ft Deflection: LC H2 = D+L (live) LC k2 = D+L (total) D=deadL=live S=snow w=wind I=impact Lr -roof live Lc=concentrated E=earthquake - All LC's are listed in the Analysis output Load combinations: ICC -IBC - CALCULATIONS: Deflection: EI = 33e06 lb-in2 "Live" deflection Deflection from all non -dead loads (live, wind, snow_.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Description: F1 666i/e/V�VVJ t t 1 Kn41YT h� t 4M k -ft M-zz = k -ft Number of Bars = 10 V -z = Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Reinforcing Bar Size = # 4 Load Combinations Used: ASCE 7-10 Bars parallel to Z -Z Axis Geineira[ Iriforrmation _ Number of Bars = Material Properties ;�.:..;, ;.,,.; .: .,5•; Soil Design Values 1.50 ksf f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing _ No fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight _ Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) - 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min, Overturning Safety Factor = 1.50 :1 ' Min. Sliding Safety Factor = 1.50 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions � .,,•�.., .� , r k„�4w s Width parallel to X -X Axis = 4.0 ft Length parallel to Z -Z Axis = 4.0 It Footing Thicknes = 18.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz :parallel to Z -Z Axis = in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Bars parallel to X -X Axis •� k -ft M-zz = k -ft Number of Bars = 10 V -z = k Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis _ Number of Bars = 10 ;�.:..;, ;.,,.; .: .,5•; ti.,,.. _,. ,.,,.•;•..• W�;,...,;,..;•. Reinforcing BarSizE _ #4.0 �:...,:,., 1111111 81'>>:;`'K;:'A'r`=4 `';'=;;:'1111 IIIIIIII 8181 IIIIIIII 88811 Bandwidth Distribution Check (ACI 15.4.4.2) o IIIA IIIII _ Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loatlst D Lr L S W E H P: Column Load = 11.50 8.20 7.0 k OB: Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID:�� . �L using the "Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Description : F1 zDESIGWON MAYR+Y' 0 r ' 001 `M* 1.50 n/a Design • K IL 0.7188 Min. Ratio -1 ttem Applied Capacity Governing Load Combination PASS 0.9540 Soil Bearing 1.431 ksf 1.50 ksf +D+0.750Lr+0.750L+0.450W+H about Z-; PASS n/a Overturning - X -X 0,0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overtuming PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1735 Z Flexure (+X) 3.803 k -ft 21.912 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1735 Z Flexure (-X) 3.803 k -ft 21.912 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0,1735 X Flexure (+Z) 3.803 k -ft 21.912 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1735 X Flexure (-Z) 3.803 k -ft 21.912 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.09113 1 -way Shear (+X) 7.746 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.09113 1 -way Shear (-X) 7.746 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.09113 1 -way Shear (+Z) 7.746 psi 85.0 psi +1.20D+1,60Lr+0.50L+1.60H PASS 0.09113 1 -way Shear (-Z) 7.746 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1809 2 -way Punching 30.758 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H 1.50 n/a 0.0 0.4313 0.4313 n/a n/a 0.288 Z -Z. +D+H 1.50 Soil Rotation Axis & . Actual Soil Bearing Stress Actuai I Anowame Load Combination... Gross Allowable Xecc Zecc Bottom -Z Top +Z Left -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.7188 0.7188 n/a n/a 0.479 X -X. +D+L+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 . X-X.+D+Lr+H 1,50 n/a 0.0 1.231 1.231 n/a n/a 0.821 0.479 X -X. +D+S+H 1.50 n/a 0.0 0.7188 0.7188 n/a n/a X -X. +D+0.750Lr+0.750LtH 1.50 n/a 0.0 1.431 1.431 n/a n/a 0.954 0.698 X -X. +D+0.750L+0.750S+H X -X. +D;0.60W+H 1.50 1.50 n/a n/a 0.0 0.0 1.047 0.7188 1.047 0.7188 n/a n/a n/a n/a 0.479 X -X. +D+0.70E+H 1.50 n/a 0.0 0.7188 0.7188 n/a n/a 0.479 0.954 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.431 1.431 n/a n/a n/a 0.698 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.047 1.047 n/a n/a 0.698 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.047 1.047 n/a X -X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4313 0,4313 n/a n/a 0.288 X -X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4313 0.4313 n/a n/a 0.288 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.7188 0.7188 0.479 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 1.231 1.231 0.821 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.7188 0.7188 0.479 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.431 1.431 0.954 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.047 1.047 0.698 Z -Z. +D+0,60W+H 1.50 0.0 n/a n/a n/a 0.7188 0.7188 0.479 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7188 0.7188 0.479 Z -Z. +D+0.750Lr4.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.431 1.431 0.954 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.047 1.047 0.698 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.047 1.047 0.698 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4313' 0.4313 0.288 Z Z +0 60Dt0 70E+0 60H 1.50 0.0 n/a n/a n/a 0,4313 0.4313 0.288 OVerturnm Stabilr y Q �:,.. Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Slitlin fStabily�, ,�f �R �'" ' g "7 r:.•-•4r..��y>�i� +si �n3n�%y#,� All units Force Application Axis Load Combination... Sliding Force Resisting Force _Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: -rj , i-3 Title Block Line 6 NOW 25 FEB lois 10:5bA a . lip," * " ft�iRCA-R�9832Q15 B Ird.6 5 �9, Ve 6,511912 ootng Description : Footing.Flexure� ,'� a�.� Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status Flexure Axis 8 Load Combination k -ft Side ? Bot or Top ? in^2 in"2 in"2 k -ft X -X. +1.20D+0.50Lr+1.60L+1.60H 3.638 +Z Bottom 0.432 Min Temo % 0.50 0.50 21.912 21.912 OK OK X -X. +1.20D+0.50Lr+1.60L+1.60H 3.638 -Z Bottom 0.432 Min Temo % % 0.50 21.912 OK X -X. +1.20D+1.60L+0.50S+1.60H 3.125 +Z Bottom 0.432 Min Temo % 0.50 21.912 OK X -X, +1.20D+1.60L+0.50S+1.60H X -X. +1.20D+1.60Lr+0.50L+1.60H 3.125 3.803 -Z +Z Bottom Bottom 0.432 0.432 Min Temo Min Temo % 0.50 21.912 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 3.803 -Z Bottom 0.432 Min Temo % 0.50 21.912 OK OK X -X. +1.20D+1.60Lr+0.50W+1.60H 3.365 +Z Bottom 0.432 Min Temo % 0.50 0.50 21.912 21.912 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 3.365 -Z Bottom 0.432 Min Temo % % 0.50 21.912 OK X -X. +1.20D+0.50L+1.60S+1.60H X -X. +1.20D+0.50L+1.60S+1.60H 2.163 2.163 +Z -Z Bottom Bottom 0.432 0.432 Min Temo Min Temo % 0.50 21.912 OK X -X, +1.20D+1.60S+0.50W+1.60H 1.725 +Z Bottom 0.432 Min Temo % 0.50 21.912 OK OK X -X. +1,20D+1.60S+0.50W+1.60H 1.725 -Z Bottom 0.432 Min Temo % 0.50 21.912 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 2.675 +Z Bottom 0.432 Min Temo % 0.50 0.50 21.912 21.912 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 2.675 -Z Bottom 0.432 Min Temo % 0.50 21.912 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 2.163 +Z Bottom 0.432 Min Temo % 0.50 21.912 OK X -X. +1.20D+0.50L+0.50S+W+1.60H X -X. +1.20D+0.50L+0.20S+E+1.60H 2.163 2.163 -Z +Z Bottom Bottom 0.432 0.432 Min Temo % Min Temo % 0.50 21.912 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 2.163 -Z Bottom 0.432 Min Temo % 0.50 21.912 OK OK X -X. +0.90D+W+0.90H 1.294 +Z Bottom 0.432 Min Temo % 0.50 0.50 21.912 21.912 OK X -X, +0.90D+W+0.90H X -X, +0.90D+E+0.90H 1.294 1.294 -Z +Z Bottom Bottom 0.432 0.432 Min Temo % Min Temo % 0.50 21.912 OK X -X. +0.90D+E+0.90H 1.294 -Z Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.40D+1.60H 2.013 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.40D+1.60H 2.013 +X Bottom 0.432 Min Temo % 0.50 21.912 OK OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 3.638 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 3.638 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 3.125 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 3.125 +X Bottom 0.432 Min Temo % 0.50 21.912 Z -Z. +1.20D+1.60Lr+0,50L+1.60H 3.803 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 3.803 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 3.365 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 3.365 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 2.163 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 2.163 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 1.725 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 1.725 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.675 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 2.675 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 2.163 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 2.163 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 2.163 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 2.163 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +0.90D+W+0.90H 1.294 -X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +0.90D+W+0.90H 1.294 +X Bottom 0.432 Min Temo % 0.50 21.912 OK Z -Z. +0.90D+E+0.90H 1.294 -X Bottom 0.432 Min Temo % 0.50 21.912 OK ZZ +090D+E+0 90H J,294 +X Bottom `-+0R 0.432 Min Temo % 0.50 21.912 OK �." Load Combination Vu @ -X Vu @ +X Vu -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 4.1 osi 4.1 osi 4.1 osi 4.1 osi 4.1 psi 85 osi 0.04823 OK +1.20D+0.50Lr+1.60L+1.60H 7.41 osi 7.41 osi 7.41 osi 7.41 osi 7.41 psi 85 osi 0.08717 OK +1.20D+1.60L+0.50S+1.60H 6.366 osi 6.366 osi 6.366 osi 6.366 osi 6.366 osi 85 osi 0.07489 OK +1,20D+1.60Lr+0.50L+1.60H 7.746 osi 7.746 osi 7.746 osi 7.746 osi 7.746 osi 85 osi 0.09113 OK +1.20D+1.60Lr+0.50W+1.60H 6.855 osi 6.855 osi 6.855 osi 6.855 osi 6.855 osi 85 osi 0.08064 OK +1.20D+0.50L+1.60S+1.60H 4.405 psi 4.405 psi 4.405 osi 4.405 osi 4.405 osi 85 osi 0.05183 OK +1.20D+1.60S+0.50W+1.60H 3.514 osi 3.514 osi 3.514 psi 3.514 osi 3.514 osi 85 osi 0.04134 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.449 osi 5.449 osi 5.449 osi 5.449 osi 5.449 osi 85 osi 0.06411 OK +1.20D+0.50L+0.50S+W+1.60H 4.405 osi 4.405 osi 4.405 osi 4.405 osi 4.405 osi 85 osi 0.05183 OK +1.20D+0.50L+0.20S+E+1.60H 4.405 osi 4.405 osi 4.405 osi 4.405 osi 4.405 osi 85 osi 0.05183 OK +0.90D+W+0.90H 2.635 osi 2.635 osi 2.635 osi 2.635 osi 2.635 osi 85 osi 0.03101 OK +0.90D+E+0.90H 2.635 osi 2.635 osi 2.635 osi 2.635 osi 2.635 osi 85 osi 0.03101 OK Title Block Line 1 You can change this area using the'Settings' menu item and then using the "Printing & • TRIP RInck' salartinn. Project Title: Engineer: Project ID:?� Project Descr. KW -06007181 Description : F1 j�� Punching�Shear �,x ,,frr,`� `f w _ All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 16.279 Dsi 170DSi 0.09576 OK OK +1.20D+0.50Lr+1.60L+1.60H 29.423 osi 170Dsi 0.1731 0.1487 OK +1.20D+1.60L+0.50S+1.60H 25.278 osi 170osi 0.1809 OK +1.20D+1.60Lr+0.50L+1.6,OH 30.758 osi 170Dsi 0.1601 OK +1.20D+1.60Lr+0.50W+1.60H 27.219 osi 170Dsi 0.1029 OK +1.20D+0.50L+1.60S+1.60H 17.492 osi 170osi 170Dsi 0.08208 OK +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H 13.953 osi 21.638 Dsi 170Dsi 0.1273 OK +1.20D+0.50L+0.50S+W+1.60H 17.492 Dsi 170Dsi 0.1029 OK OK +1.20D+0,50L+0.20S+E+1.60H 17.492 osi 170osi 0.1029 0.06156 OK +0.90D+W+0.90H 10.465 Dsi 10.465 170Dsi 170Dsi 0.06156 OK +0.90D+E+0.90H osi Title Block Line 1 Project Title: Project ID: ineer: En You can change this area 9 Protect Descr: using the 'Settings' menu item and then using the 'Printing & TRIP Rlnrk' selertinn. Description : F2 Width parallel to X -X Axis = 1.750 ft Length parallel to Z -Z Axis = 1.750 It Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz :parallel to Z -Z Axis _ in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Z Bars parallel to X -X Axis k -ft M-zz = Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Number of Bars = 3.0 Load Combinations Used: ASCE 7-10 k Reinforcing Bar Size = . ,.,n. •�;�,� r.� >M���. yam,-ist�"�k'' Material Properties Soil Design Values - 1.50 ksf f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing _ No fy : Rebar Yield = 40.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight - Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pd Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 iKiii.:di • .lip.:: Shear - 0.850 Analysis Settings Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overtuming Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension ksf Add Fig Wt for Soil Pressure No Allowable pressure increase per foot of depl = ft Use ftg wt for stability, moments & shears No when maximum length or width is greater* Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom shear No +& ^ tiIix <S.'.,.' a lk•;.'4r;ti T,` A4 47 Dimensions _� L ° t Width parallel to X -X Axis = 1.750 ft Length parallel to Z -Z Axis = 1.750 It Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz :parallel to Z -Z Axis _ in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Z Bars parallel to X -X Axis k -ft M-zz = k -ft Number of Bars = 3.0 V -z = k Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis r �a : Ilnll II,�.,' �,i,•, �;iti.`.�:i4:;,,<`;;r';�@ll�lllill — :s ,;;,:::;::� •.,: �:: •:� Il�illllllli,.v,,�.:,,,`,;;„.<,.;�,.,�••.�;.;'�,>i—l��lll _ Number of Bars 3 .0 : <rs ;:. • <<` ,;:-.:, ., , <.. G•.,:. )� j ...G' lA? ...A�.;-: :::. : ; :.: p `:.i�•G..�•; 1:� l^``,'.�4. �: ReinforcingBar Siz( _ # 4.0 . „„np 1 .+.{a ; .> :'=•�:: Il���lllllll Ill�ll �ll'A % ;.; •=it ;'” ;, �::- �Illllll Ilu�ilil lU..l�Ki✓,'':,:(!�?a-ASyC..�`'•;.:,fi.�:�.'. Kf:�.•� iKiii.:di • .lip.:: Bandwidth Distribution Check (ACI 15.4.4.2) r, :+'= ''" % :5'= S':: `4r; ,, •: >,:f;: ;'%•. ,.•Ii4 Direction Requiring Closer Separation n/a — # Bars required within zone n/a # Bars required on each side of zone n/a D Lr L $ W E H P: Column Load = 1.80 1.10 1.40 k OB: Overburden = ksf M-xx = _ k -ft M-zz = k -ft V -x = k V -z = k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Titla Rlnrk' caiantinn Project Title: Engineer: Project Descr: Project ID: - . PC Description : F2 PASS Min. Ratio item Applied Capacity Governing Load Combination PASS 0.80 Soil Bearing 1.20 ksf 1.50 ksf +D+0.750Lr+0.750L+0.450W+H about Z-; PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06890 Z Flexure (+X) 0.6188 k -ft 8.981 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06890 Z Flexure (-X) 0.6188 k -ft 8.981 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06890 X Flexure (+Z) 0.6188 k -ft 8.981 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06890 X Flexure (-Z) 0.6188 k -ft 8.981 k -ft +1.20D40.50Lr+1.60L+1.60H PASS 0.02054 1 -way Shear (+X) 1.746 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.02054 1 -way Shear (-X) 1.746 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.02054 1 -way Shear (+Z) 1.746 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.02054 1 -way Shear (-Z) 1.746 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07299 2 -way Punching 12.409 psi 170.0 psi +1.20D+0.50Lr+1.60L+1.60H 1 i Y F X 4 n/a 0.392 X -X. +D+0.70E+H Soil Rotation Axis 8 Actual Soil Bearing Stress Actual 1 Allowable I naet Cnmhinatinn___ Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.5878 0.5878 n/a n/a 0.392 X -X. +D+L+H 1.50 n/a 0.0 1.045 1.045 n/a n/a 0.697 X -X. +D+Lr+H 1.50 n/a 0.0 0.9469 0.9469 n/a n/a 0.631 X -X, +D+S+H 1.50 n/a 0.0 0.5878 0.5878 n/a n/a 0.392 X -X, +0+0.750Lr+0.750L+H 1.50 n/a 0.0 1.20 1.20 n/a n/a 0.800 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.9306 0.9306 n/a n/a 0.620 X -X. +D40.60W+H 1.50 n/a 0.0 0.5878 0.5878 n/a n/a 0.392 X -X. +D+0.70E+H 1.50 n/a 0.0 0.5878 0.5878 n/a n/a 0.392 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.20 1.20 n/a n/a 0.800 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.9306 0.9306 n/a n/a 0.620 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.9306 0.9306 n/a n/a 0.620 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3527 0.3527 n/a n/a 0.235 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3527 0.3527 n/a n/a 0.235 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.5878 0.5878 0.392 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 1.045 1.045 0.697 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 0.9469 0.9469 0.631 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.5878 0.5878 0.392 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.20 1.20 0.800 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.9306 0.9306 0.620 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5878 0.5878 0.392 Z -Z. +0+0.70E+H 1.50 0.0 n/a n/a n/a 0.5878 0.5878 0.392 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.20 1.20 0.800 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.9306 0.9306 0.620 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.9306 0.9306 0.620 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3527 0.3527 0.235 ZZ +0 60D+0 70E+0 60H 1.50 0.0 n/a n/a n/a 0.3527 0.3527 0.235 Oyertur' R Stabll Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Slitling Stabilrtjr? � Ad i s ' N"WI 4�ly , r � �, All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Project Title: Engineer: Project Descr: Project ID: -?� P-7 Description : F2 Flexure Axis 8 Load Combination Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status V N cion 9 Rnf nr Un 7 in^2 in"2 in^2 k -ft X -X. +1.20D+0.50Lr+1.60L+1.60H 0.6188 +Z Bottom 0.288 Min Temp % 0.3429 0.3429 8.981 8.981 OK OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0,6188 -Z Bottom 0,288 0.288 Min Temp % Min Temo % 0.3429 8.981 OK X -X. +1,20D+1.60L+0.50S+1.60H X +1.20D+1.60L+0.50S+1.60H 0,550 0.550 +Z -Z Bottom Bottom 0.288 Min Temp % 0.3429 8.981 OK -X. X -X. +1.20D+1.60Lr+0.50L+1.60H 0.5775 +Z Bottom 0.288 Min Temo % 0.3429 0.3429 8.981 8.981 OK OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.5775 -Z Bottom 0.288 0.288 Min Temp % Min Temp % 0.3429 8.981 OK X -X, +1.20D+1.60Lr+0.50W+1.60H X +1.20D+1.60Lr+0.50W+1.60H 0,490 0.490 +Z -Z Bottom Bottom 0.288 Min Temp % 0.3429 8.981 OK -X, X -X. +1.20D+0.50L+1.60S+1.60H 0.3575 +Z Bottom 0.288 Min Temp % 0.3429 0.3429 8.981 8.981 OK OK X -X. +1.20Di0,50L+1,60S+1.60H 0,3575 -Z Bottom 0.288 Min Temp % % 0.3429 8,981 OK X X, +1.20D+1.60S+0.50W+1.60H X -X. +1.20D+1.60S+0.50W+1.60H 0.270 0.270 +Z -Z Bottom Bottom 0.288 0.288 Min Temp Min Temp % 0.3429 8.981 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.4263 +Z Bottom 0.288 Min Temp % 0.3429 8.981 8.981 OK OK X -X, +1.20D+0.50Lr+0,50L+W+1.60H 0.4263 -Z Bottom 0.288 Min Temp % % 0.3429 0.3429 8.981 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.3575 +Z Bottom Bottom 0.288 0.288 Min Temp Min Temp % 0.3429 8.981 OK X -X. +1.20D+0.50L+0.50S+W+1,60H X -X, +1.20D+0.50L+0.20S+E+1.60H 0.3575 0.3575 -Z +Z Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0,3575 -Z Bottom 0.288 Min Temp % 0.3429 0.3429 8.981 8.981 OK OK X -X, +0.90D+W+0.90H 0.2025 0.2025 +Z Bottom Bottom 0.288 0.288 Min Temp % Min Temp % 0.3429 8.981 OK X -X. +0.90D+W+0.90H X -X. +0.90D+E+0.90H 0.2025 -Z +Z Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X. +0.90D+E+0.90H 0.2025 -Z Bottom 0.288 Min Temp % 0.3429 8.981 OK OK Z -Z, +1.40D+1.60H 0.3150 -X Bottom 0.288 Min Temp % 0.3429 8.981 8.981 OK Z -Z, +1.40D+1.60H 0.3150 +X Bottom 0.288 Min Temp % % 0.3429 0.3429 8.981 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.6188 0.6188 -X +X Bottom Bottom 0.288 0.288 Min Temp Min Temo % 0.3429 8.981 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.550 -X Bottom 0.288 Min Temp % 0.3429 8.981 8.981 OK OK Z -Z, +1.20D+1,60L+0.50S+1.60H 0.550 +X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.5775 -X Bottom 0.288 Min Two % 0.3429 0.3429 8.981 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.5775 +X Bottom 0.288 Min Temo % % 0.3429 8.981 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.490 0.490 -X +X Bottom Bottom 0.288 0.288 Min Temp Min Temo % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.3575 -X Bottom 0.288 Min Temo % 0,3429 8.981 OK OK Z -Z, +120D+0.50L+1.60S+1.60H 0.3575 +X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z. +1.20D+1.60S+0.50W+1,60H 0.270 -X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.270 +X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.4263 -X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.4263 +X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.3575 -X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.3575 +X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+0.20S+E+1.60H 0.3575 -X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+0.20S+E+1.60H 0.3575 +X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z, +0.90D+W+0.90H 0.2025 -X Bottom 0.288 Min Temo % 0.3429 8.981 8.981 OK Z -Z. +0.90D+W+0.90H Z -Z. +0.90D+E+0.90H 0.2025 0.2025 +X -X Bottom Bottom 0.288 0.288 Min Temp % Min Temp % 0.3429 0.3429 8.981 OK Z -Z +0.90D+E+0.90H .. 2025�,,�; Bottom 0.288 Min Temp % 0,3429 8.981 OK , OeWaySkear`-� Mx. .....: � Load Combination Vu @ -X Vu @ +X Vu @ -Z Vu Cad +Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 0.8889 psi 0.8889 psi 0,8889 osi 0.8889 psi 0.8889 psi 85 osi 0.01046 OK +1.20D+0.50Lr+1.60L+1.60H 1.746 osi 1.746 osi 1.746 osi 1.746 osi 1.746 osi 85 osi 0.02054 OK +1.20D+1.60L+0.50S+1.60H 1.552 osi 1.552 osi 1.552 psi 1.552 osi 1.552 osi 85 osi 0.01826 OK +1.20D+1.60Lr+0.50L+1.60H 1.63 osi 1.63 osi 1.63 osi 1.63 osi 1.63 osi 85 osi 0.01917 OK +1.20D+1.60Lr+0.50W+1.60H 1.383 osi 1.383 osi 1,383 osi 1.383 psi 1.383 osi 85 psi 0.01627 OK +1.20D+0.50L+1.60S+1.60H 1.009 osi 1.009 osi 1.009 osi 1.009 osi 1.009 osi 85 psi 0,01187 OK +1.20D+1.60S+0.50W+1.60H 0.7619 osi 0.7619 osi 0.7619 psi 0.7619 osi 0.7619 psi 85 psi 0.008964 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.203 osi 1.203 osi 1.203 psi 1.203 psi 1.203 osi 85 psi 0.01415 OK +1.20D+0.50L+0.50S+W+1.60H 1.009 psi 1.009 osi 1.009 osi 1.009 osi 1.009 osi 85 osi 0,01187 OK +1.20D+0.50L+0.20S+E+1.60H 1.009 osi 1.009 osi 1.009 osi 1.009 osi 1.009 osi 85 osi 0.01187 OK +0.90D+W+0.90H 0.5714 osi 0.5714 osi 0.5714 psi 0.5714 osi 0.5714 psi 85 osi 0.006723 OK +0.90D+E+0.90H 0.5714 psi 0.5714 psi 0.5714 psi 0.5714 osi 0.5714 psi 85 osi 0.006723 OK Title Block Line 1 Project Title: Engineer: Project ID: You can change this area / T v using the'Settings' menu item Protect Descr. and then using the 'Printing & Title Rlnck' selection. IL,(a�e11@111'Oo�trng"a _1vinNl`s?zS�mSu?ae' Description : F2 nr2ENEfZ4ALl INV1`Jtl�[uI��CUUoo ro i � kvni v iu azw■ Punching�Shear;,+ s�*a77n�1 All units k. Load Combination:.. Vu Phi'Vn Vu 1 Phl*Vn Status +1.40D+1.60H 6.317 osi- 170osi 0.03716 OK OK +1.20D+0.50Lr+1.60L+1:60H 12.409 osi 170osi 0.07299 0.06488 . OK +1.20D+1.60L+0.50S+1.60H 11.03 osi 11.582 170osi 170osi 0.06813 OK +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H osi 9,827 qsi 170osi 0.05781 ' OK +1.20D+0.50L+1.60S+1.60H 7.17 osi 170osi 0.04217 OK OK +1.20D+1.60S+0.50W+1.60H 5.415 osi 170osi 170osi 0.03185 0.05029 OK ` +1.20D+0.50Lr+0.501+W+1.60H 8.548 osi 7.17 170osi 0.04217 OK +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H osi 7.17 osi 170psi 0.04217 OK +0.90D+W+0.90H '' 4.061 osi 170osi 0.02389 OK OK +0.90D+E+0.90H 4.061 osi 170osi 0.02389 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: ' I and then using the "Printing & Title Block' selection. Description: F3 "Code RefeieRces 'i :' 111111 II >1r, ':r'•t; :S,•, a' .;:fir,', r 0.0 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 3.0 - Load Combinations Used : ASCE 7-10 Reinforcing Bar Size = # 4 0.0 6enerarliiormatton Bars parallel to Z -Z Axis 0.0 �:"J.�..r, • '' '•+' 'li'•+, ri Ar' Illlllhu "�'<<';��'""�'r`` -:+ Material Properties t'c : Concrete 28 day strength = 2.50 ksi Soil Design Values Allowable Soil Bearing _ 1.50 ksf No fy : Rebar Yield = Ec : Concrete Elastic Modulus = 40.0 ksi 3,122.0 ksi Increase Bearing By Footing Weight _ Soil Passive Resistance (for Sliding) - 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 0.0 •'�'.'••%iRy •.. !f•. .1,,s:+1. Shear = Analysis Settings 0.850 Increases based on footing Depth Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = P: Column Load = 2.70 Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 :1 0.0 0.0 Min. Sliding Safety Factor = 1.50 ;1 No Increases based on footing plan dimension Allowable pressure increase per foot of dept = 0.0 ksf Add Fig Wt for Soil Pressure No greaten when maximum length or width is greate 0.0 ft Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Width parallel to X -X Axis = 2.0 ft Length parallel to Z -Z Axis = 2.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz : parallel to Z -Z Axis = 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing. , , 7! �"`� ��� a��+�• Z Bars parallel to X -X Axis 111111 II >1r, ':r'•t; :S,•, a' .;:fir,', r 0.0 Number of Bars = 3.0 - - Reinforcing Bar Size = # 4 0.0 0.0 Bars parallel to Z -Z Axis 0.0 �:"J.�..r, • '' '•+' 'li'•+, ri Ar' Illlllhu "�'<<';��'""�'r`` -:+ "��''•^ l''•++� `�''� ��•�''��! 11111111111;.,., •:7f`•.s,,.,., i+.: SY,•< fr.•:. 11111111 Number of Bars = 3.0 , ,�•..:<..:,:.-; ::; +':'' >.. :III�Vlllill :,.:t:., ..3:,.;:....�:..: 0.0 0.0 ; }.;..�•�.' i'+ a'ttra ',•s'°• ,�.; ; .: `�c��' Reinforcing Bar Siz( _ # 4.0 •• s-� ` ,t ;.^Y IIII��I IIII 1111111 •l.y'K illll INIu�t=•��"�.'-�'i�s'''-•' VIIIII it.•?.:d'•'�: r'• tri. :'c 0.0 0.0 •'�'.'••%iRy •.. !f•. .1,,s:+1. :a: ^t..:..: S W ''''` IIII�IIIIIII WI 1111111'-'�'..',y.^:...:.~;••sF-.:_r•.,,.r„r:.•. II III Bandwidth Distribution Check (ACI 15.4.4.2) 111111 II >1r, ':r'•t; :S,•, a' .;:fir,', r 0.0 r. �r, ,{+ ' Direction Requiring Closer Separation n/a - - M-zz = 0.0 0.0 0.0 # Bars required within zone n/a 0.0 0.0 0.0 k -ft V -x = 0.0 # Bars required on each side of zone n/a 0.0 0.0 0.0 0.0 0.0 k Applietl = 0.0 0.0 0.0 0.0 0.0 D Lr L S W E H P: Column Load = 2.70 2.60 0.0 0.0 0.0 0.0 0.0 k OB: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Engineer: Project ID: You can change this area using the 'Settings' menu item Project Descr: and then using the 'Printing & Tlflc RI^nV eclortinn Description : F3 n/a 0.0 0.0 0.6750 0.6750 0.6750 0.6750 g i DESIGN SUMMARY ,� 11R MN, n/a n/a 0.450 0.450 Design • K IL 1.50 1.50 Min. Ratio hem Applied Capacity Governing Load Combination PASS 0.8833 Soil Bearing 1.325 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1173 Z Flexure (+X) 0.9250 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1173 Z Flexure (-X) 0.9250 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1173 X Flexure (+Z) 0.9250 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1173 X Flexure (-Z) 0.9250 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04702 1 -way Shear (+X) 3.997 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.05374 1 -way Shear (-X) 4.568 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04702 1 -way Shear (+Z) 3.997 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0,05374 1 -way Shear (-Z) 4.568 psi 85.0 psi +1.20D+1,60Lr+0.50L+1.60H PASS 0.1163 2 -way Punching 19.769 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H 0.6750 1.163 0.450 0.775 Z -Z. +D+0.750Lr+0.750L+H Z -Z. +D+0.750L+0.750S+H 1.50 1.50 Soil Bearing Rotation Axis 8 Actual Soil Bearing Stress Actual 1 Allowable i nad cnmhinatlnn--. Gross Allowable Xecc Zecc Bottom -Z Top +Z Left -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 0.0 0.6750 0.6750 0.6750 0.6750 n/a n/a n/a n/a 0.450 0.450 X -X. +D+L+H X -X. +D+Lr+H 1.50 1.50 n/a n/a 0.0 1.325 1.325 n/a n/a 0.883 X -X. +D+S+H 1.50 n/a 0.0 0.6750 1.163 0.6750 1.163' n/a n/a n/a n/a 0.450 0.775 X -X, +D+0.750Lr+0.750L+H X -X. +D; 0.750L+0.750S+H 1.50 1.50 n/a n/a 0.0 0.0 0.6750 0.6750 n/a n/a 0.450 X -X, +D+0.60W+H 1.50 n/a 0.0 0.6750 0.6750 n/a n/a 0.450 0.450 X -X, +D+0.70E+H X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 1.50 n/a n/a 0.0 0.0 0.6750 1.163 0.6750 1.163, n/a n/a n/a n/a 0.775 X -X. +D,+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.6750 0.6750 n/a n/a 0.450 0.450 X -X. +0+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.6750 0.6750 n/a n/a n/a 0.270 X -X. +0.60D+0.60W+0.60H X -X. +0.60D+0.70E+0.60H 1.50 1.50 n/a n/a 0.0 0.0 0.4050 0.4050 0.4050 0.4050 n/a n/a n/a 0.270 Z -Z, +D+H 1.50 0.0 n/a n/a n/a n/a 0.6750 0.6750 0.6750 0.6750 0.450 0.450 Z -Z. +D+L+H Z -Z. +D+Lr+H 1.50 1.50 0.0 0.0 n/a n/a n/a n/a n/a 1.325 1.325 0.883 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.6750 1.163 0.6750 1.163 0.450 0.775 Z -Z. +D+0.750Lr+0.750L+H Z -Z. +D+0.750L+0.750S+H 1.50 1.50 0.0 0.0 n/a n/a n/a n/a n/a n/a 0.6750 0.6750 0,450 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a n/a 0.6750 0.6750 0.6750 0.6750 0.450 0.450 Z -Z. +D+0.70E+H Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 1.50 0.0 0.0 n/a n/a n/a n/a n/a 1.163 1.163 0.775 Z -Z. +D+0.750L-4750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.6750 0.6750 0.6750 0.6750 0.450 0.450 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 1.50 0.0 0.0 n/a n/a n/a n/a n/a n/a 0.4050 0.4050 0.270 Z -Z, +0.60D+0.60W+0.60H Z -Z. +0.60D+0,70E+0.60H 1.50 0.0 n/a n/a n/a 0.4050 0.4050 0.270 "�0"vertumiiigfStatilllty='�'",,� ry Rotation Axis & Load Combination Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming SlldfngfStabdity f n�, f'#.xk!-mow' ?ss.:�:.t All units k +x`Ya .'�,li�.• Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Project Title: Engineer: Project Descr. Project ID: P, , r, I ( Description : F3 Footing Flexure',:��"�3��;'�r7��^�'''•y-e�`�`'.�.� . x�; ,, Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status Flexure Axis & Load Combination k -ft Side 7 Bot or Top ? in"2 in"2 in"2 k -ft X -X, +1.20D+0.5OLr+1.60L+1.60H 0.5675 +Z Bottom 0.288 Min TemD % 0.30 0.30 7.888 7.888 OK OK X -X. +1.20D+0.5OLr+1.60L+1.60H 0.5675 -Z Bottom 0.288 Min Temo % % 0.30 7.888 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.4050 +Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X. +1.20D+1.60L+0.50S+1.60H X +1.20D+1.6OLr+0.50L+1.60H 0.4050 0.9250 -Z +Z Bottom Bottom 0.288 0.288 Min Temo Min Temp % 0.30 7.888 OK -X. X X. +1.200+1.60Lr+0.50L+1.60H 0.9250 -Z Bottom 0.288 Min Temp % 0.30 0.30 7.888 7.888 OK OK X -X. +1.20D+1.6OLr+0.50W+1.60H 0.9250 +Z Bottom 0.288 0,288 Min Temp % Min Temp % 0.30 7.888 OK X -X, +1.20D+1.6OLr+0.50W+1.60H X +1.20D+0.50L+1.60S+1,60H 0.9250 0.4050 -Z +Z Bottom Bottom 0.288 Min Temp % 0.30 7.888 OK -X. X -X. +1.20D+0.50L+1.60S+1.60H 0.4050 -Z Bottom 0.288 Min Temp % 0.30 0.30 7.888 7,888 OK OK X -X. +1.200+1.60S+0.50W+1.60H 0,4050 +Z Bottom 0:288 Min Temp % % 0.30 7.888 OK X -X. +1,20D+1.60S+0.50W+1.60H X +1.20D+0.5OLr+0.50L+W+1.60H 0.4050 0.5675 -Z +Z Bottom Bottom 0.288 0.288 Min Temo Min Temp % 0.30 7.888 OK -X. X -X. +1.20D+0.5OLr+0.50L+W+1.60H 0.5675 -Z Bottom 0.288 Min Temp % 0.30 0.30 7.888 7.888 OK OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.4050 +Z Bottom 0.288 0.288 Min Temp % Min Tema % 0.30 7.888 OK X -X, +1.20D+0.50L+0.50S+W+1.60H X +1.20D+0.50L+0,20S+E+1.60H 0.4050 0.4050 -Z +Z Bottom Bottom 0.288 Min Temp % 0.30 7.888 OK -X, X -X, +1.20D+0.50L+0.20S+E+1.60H 0.4050 -Z Bottom 0.288 Min Temo % 0.30 0.30 7.888 7.888 OK OK X -X. +0.90D+W+0.90H 0.3038 +Z Bottom 0.288 Min Temp % 0.30 7.888 OK X -X, +0.90D+W+0.90H 0.3038 -Z Bottom 0.288 0.288 Min Temp % Min Temo % 0.30 7.888 OK X -X, +0.90D+E+0.90H X -X. +0.90D+E+0.90H 0.3038 0.3038 +Z -Z Bottom Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z. +1.40D+1.60H 0.4725 -X Bottom 0.288 Min Temp % 0.30 0.30 7.888 7.888 OK OK Z -Z, +1.40D+1.60H Z -Z. +1.20D+0.5OLr+1.60L+1.60H 0.4725 0.5675 +X -X Bottom Bottom 0.288 0.288 Min Temp % Min Temo % 0.30 7.888 OK Z -Z. +1.20D+0.5OLr+1.60L+1.60H 0.5675 +X Bottom 0.288 Min Temp % 0.30 0.30 7.888 7.888 OK OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.4050 -X Bottom 0.288 0.288 Min Temo % Min TemD % 0.30 7.888 OK Z -Z, +1.20D+1.60L+0.50S+1.60H Z -Z. +1.20D+1.6OLr+0.50L+1.60H 0.4050 0.9250 +X -X Bottom Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +QOD+1.6OLr+0.50L+1.60H 0.9250 +X Bottom 0.288 Min Two % 0.30 7.888 OK OK Z -Z, +1.200+1.6OLr+0.50W+1.60H 0.9250 -X Bottom 0.288 Min TemD % 0.30 7.888 7.888 OK Z -Z, +1.20D+1.6OLr+0.50W+1.60H 0.9250 +X Bottom 0.288 Min TemD % 0.30 0.30 7.888 OK Z -Z. +120D+0.50L+1.60S+1.60H 0.4050 -X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.4050 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.4050 -X Bottom 0.288 0.288 Min TemD % Min TemD % 0.30 7.888 OK Z -Z. +1,20D+1.60S+0.50W+1.60H Z -Z, +1.20D+0.5OLr+0.50L+W+1.60H 0.4050 0.5675 +X -X Bottom Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z. +1.20D+0.5OLr+0.50L+W+1.60H 0.5675 +X Bottom 0.288 Min TemD % 0.30 0.30 7.888 7,888 OK OK Z -Z. +1,20D+0.50L+0.50S+W+1,60H 0.4050 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.4050 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.4050 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.4050 +X Bottom 0,288 Min TemD % 0.30 7.888 OK Z -Z, +0,90D+W+0.90H Z -Z. +0.90D+W+0.90H 0.3038 0.3038 -X +X Bottom Bottom 0.288 0.288 Min Temo % Min TemD % 0.30 7.888 OK Z -Z. +0.90D+E+0.90H 0.3038 -X Bottom 0.288 Min TemD % 0.30 7.888 OK OK Z -Z, +0 9QD+E+O 90H _ 0.3038 + _ Bottom 0.288 Min TemD % 0.30 7.888 it F F+s f ro T�{ay •" �'� Load Combination Vu @ X Vu @ +X Vu @ •Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 2.333 osi 2.042 Dsi 2.333 osi 2.042 Dsi 2.333 Dsi 85 psi 0.02745 OK +1.20D+0.5OLr+1.60L+1.60H 2.802 psi 2.452 Dsi 2.802 osi 2.452 Dsi 2.802 Dsi 85 osi 0.03297 OK +1.20D+1.60L+0.50S+1.60H 2 osi 1.75 Dsi 2 Dsi 1.75 osi 2 Dsi 85 Dsi 0.02353 OK +1,20D+1.6OLr+0.50L+1.60H 4.568 Dsi 3.997 Dsi 4.568 Dsi 3.997 Dsi 4.568 Dsi 85 Dsi 0.05374 OK +1.20D+1.6OLr+0.50W+1.60H 4.568 osi 3.997 Dsi 4.568 psi 3.997 osi 4.568 Dsi 85 osi 0.05374 OK +1.20D+0.50L+1.60S+1.60H 2 Dsi 1.75 osi 2 Dsi 1.75 Dsi 2 Dsi 85 Dsi 0.02353 OK +1.20D+1.60S+0.50W+1.60H 2 Dsi 1.75 Dsi 2 Dsi 1.75 Dsi 2 osi 85 Dsi 0.02353 OK +1.20D+0.5OLr+0.50L+W+1.60H 2.802 Dsi 2.452 Dsi 2.802 osi 2.452 Dsi 2.802 Dsi 85 osi 0.03297 OK +1.20D+0.50L+0.50S+W+1.60H 2 psi 1.75 osi 2 psi 1.75 osi 2 Dsi 85 Dsi 0.02353 OK +1.20D+0.50L+0.20S+E+1.60H 2 Dsi 1.75 Dsi 2 osi 1.75 osi 2 Dsi 85 Dsi 0.02353 OK +0.90D+W+0.90H 1.5 osi 1.313 osi 1.5 psi 1.313 osi 1.5 Dsi 85 Dsi 0.01765 OK +0.90D+E+0.90H 1.5 osi 1.313 Dsi 1.5 Dsi 1.313 psi 1.5 Dsi 85 Dsi 0.01765 OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Rlnrle' ccicrtinn Project Title: En ineer: Project ID: Project ect Descr: rZ Description : F3 , ~� �t PurichmgShear • < °y� , R�WA All units k , �� Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 10.098 osi 170osi 170osi 0.0594 0.07134 OK OK +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H 12.128 Dsi 8.656 osi 170Dsi 0.05092 OK +1.20D+1,60Lr+0.50L+1.60H 19.769 Dsi 170Dsi 0.1163 OK OK +1.20D+1.60Lr+0.50W+1.60H 19.769 psi 170Dsi 0.1163 OK +1.20D+0.50L+1.60S+1.60H 8.656 Dsi 170Dsi 0.05092 OK +1.20D+1.60S+0.50W+1.60H 8.656 osi 170osi 0.05092 OK +1.20D+0.50Lr+0.50L+W+1.60H 12.128 Dsi 170osi 0.07134 OK +1.20D+0.50L+0.50S+W+1.60H 8.656 osi 170Dsi 0.05092 OK +1.20D+0.50L+0.20S+E+1.60H 8.656 Dsi 170Dsi 0.05092 OK +0.90D+W+0.90H 6.492 Dsi 170Dsi 0.03819 OK +0.90D+E+0.90H 6.492 osi 170Dsi 0.03819 Title Block Line 1 Project Title: Project ID: Engineer: �7 You can change this area 8 using the "Settings' menu item Project Descr: and then using the 'Printing & Tifin Rinne' colorrfinn Description : R Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz :.parallel to Z -Z Axis _ 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in �Relnforcing�.-,r,�x � :•�t�; ��'��� ; Bars parallel to X -X Axis ,�ii•� :�-:x .l:.iS.. r�;:/.:.:i1•:i ': - Illlg lllllll ii. v.., y..,�.�i...-. "..... Y,�, - �� �muu��,,,�;,.�:.;.�,;.;�._�.%!��'� .,�:���IIIIIII�III�III -IIB�IIIIINI Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 3.0 0.0 Load Combinations Used : ASCE 7-10 # 4 # Bars required within zone n/a . General'Information-����s„� "�'og � 0.0 ~' ` "' Illt�ullllll Material Properties f : Concrete 28 day strength = 2.50 ksi Soil Design Values - Allowable Soil Bearing _ 1.50 ksf fy : Rebar Yield = 40.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight _ Soil Passive Resistance (for Sliding) - No 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 0.0 D Shear = 0.850 Analysis Settings Increases based on footing Depth Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension 0.0 Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = when maximum length or width is greater4 0.0 ksf 0.0 ft Use ftg wt for stability, moments & shears No Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No �. `�����t�"*�,��,� g.��. �,^:Dimensions• Width parallel to X -X Axis = 1.750 ft Z Length parallel to Z -Z Axis = 1.750 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz :.parallel to Z -Z Axis _ 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in �Relnforcing�.-,r,�x � :•�t�; ��'��� ; Bars parallel to X -X Axis ,�ii•� :�-:x .l:.iS.. r�;:/.:.:i1•:i ': - Illlg lllllll ii. v.., y..,�.�i...-. "..... Y,�, - �� �muu��,,,�;,.�:.;.�,;.;�._�.%!��'� .,�:���IIIIIII�III�III -IIB�IIIIINI Number of Bars = 3.0 0.0 Reinforcing Bar Size = # 4 # Bars required within zone n/a Bars parallel to Z -Z Axis 0.0 ~' ` "' Illt�ullllll Number of Bars = 3.0 IIIAI�II Reinforcing Bar Siz( _ # 4.0 ��� IWsllllllll 0.0 0.0 0.0 0.0 0.0 D Bandwidth Distribution Check (ACI 15.4.4.2) ,�ii•� :�-:x .l:.iS.. r�;:/.:.:i1•:i ': - Illlg lllllll ii. v.., y..,�.�i...-. "..... Y,�, - �� �muu��,,,�;,.�:.;.�,;.;�._�.%!��'� .,�:���IIIIIII�III�III -IIB�IIIIINI Direction Requiring Closer Separation n/a 0.0 0.0 IIIII�OININ ulHll�lll �u IIIIIIII nuu-Itt # Bars required within zone n/a = 0.0 0.0 0.0 0.0 # Bars required on each side of zone n/a 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 D Lr L S W E H P: Column Load = 2.20 2.10 0.0 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M.0 = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Tiffin RInW enlartinn Project Title: Engineer: Project Descr: Project ID: -P , f / Description: F4 n/a 0.0 0.7184 0.7184 n/a n/a 0.479 0.479 X -X. +D+L+H 1.50 1.50 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9360 Soil Bearing 1.404 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08351 Z Flexure (+X) 0.750 k -ft 8.981 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.08351 Z Flexure (-X) 0.750 k -ft 8.981 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.08351 X Flexure (+Z) 0.750 k -ft 8.981 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.08351 X Flexure (-Z) 0.750 k -ft 8.981 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02490 1 -way Shear (+X) 2.116 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.02490 1 -way Shear (-X) 2.116 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.02490 1 -way Shear (+Z) 2.116 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.02490 1 -way Shear (-Z) 2.116 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.08848 2 -way Punching 15.041 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H f 7Y" 'Nt Y w mswt§�r Y�'Y ti .. . Detailed Results ,,,� vt 0.479 Z -Z. +D+Lr+H 1.50 Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable I nad CnmhlnAnn__ Gross Allowable Xecc Zecc Bottom, -Z Top +Z Left -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.7184 0.7184 n/a n/a 0.479 0.479 X -X. +D+L+H 1.50 1.50 n/a 0.0 0.0 0.7184 1.404 0.7184 1.404 n/a n/a n/a n/a 0.936 X -X. +D+Lr+H X -X. +D+S+H 1.50 n/a n/a 0.0 0.7184 0.7184 n/a n/a 0.479 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.233 1.233 n/a n/a n/a 0.822 0.479 X -X. +D+0.750L+0.750S+H X -X. +D:�0.60W+H 1.50 1.50 n/a n/a 0.0 0.0 0.7184 0.7184 0.7184 0.7184 n/a n/a n/a 0.479 X -X. +D+0.70E+H 1.50 n/a 0.0 0.7184 0.7184 n/a n/a 0.479 0.822 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.233 1.233 n/a n/a 0.479 X -X. +DA,750L+0.750S+0.450W+H 1.50 n/a 0.0 0.7184 0.7184 n/a n/a n/a 0.479 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.7184 0.7184 n/a n/a 0.287 X -X. +0.60D+0.60W+0.60H X -X, +0.60D+0.70E+0.60H 1.50 1.50 n/a n/a 0.0 0.0 0.4310 0.4310 0.4310 0.4310 n/a n/a n/a 0.287 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.7184 0.7184 0.479 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.7184 0.7184 0.479 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.404 1.404 0.936 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.7184 0.7184 0.479 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.233 0.7184 1.233 0.7184 0.822 0.479 Z -Z. +0+0.750L+0.750S+H Z -Z. +D+0.60W+H 1.50 1.50 0.0 0.0 n/a n/a n/a n/a n/a n/a 0.7184 0.7184 0.479 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7184 0.7184 0.479 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.233 0.7184 1.233 0.7184 0.822 0.479 Z -Z. +D+0.750L+0.750S+0.450W+H Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 1.50 0.0 0.0 n/a n/a n/a n/a n/a n/a 0.7184 0.7184 0.479 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4310 0.4310 0.287 Z. -Z t060Dp0;70E+0.60H 1.50 0.0 n/a n/a n/a 0.4310 0.4310 0.287 �'Oyerturning.Stability;., �, Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ',Sliding Statidlty, "k1.`s' �'° All units k Force Application Axis Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & TF11n 01-V enlnnlinn Project Title: Engineer: Project Descr: Protect ID: F^ Description: F4 I'Footinolezure , 44�, ,FE ' w Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status Flexure Axis & Load Combination k -ft Side 7 Bot or Top ? in A2 in A2 in12 k -ft X -X. +1.20D+0.50Lr+1.60L+1.60H 0.4613 +Z Bottom 0.288 Min Temp %, 0.3429 8.981 8.981 OK OK X -X. +1,20D+0.50Lr+1.60L+1.60H 0.4613 -Z Bottom 0.288 Min Temp % % 0.3429 0.3429 8.981 OK X -X, +1.20D+1.60L+0.50S+1.60H X -X. +1.20D+1.60L+0.50S+1,60H 0.330 0.330 +Z -Z Bottom Bottom 0.288 0.288 Min Temp Min Temp % 0.3429 8.981 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.750 +Z Bottom 0.288 Min Temp %, % 0.3429 0.3429 8.981 8.981 OK OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.750 -Z Bottom 0.288 0.288 Min Temp Min Temp % 0.3429 8.981 OK X -X. +1.20D+1.60Lr+0.50W+1.60H X -X. +1.20D+1.60Lr+0.50W+1.60H 0.750 0.750 +Z -Z Bottom Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.330 +Z Bottom 0.288 Min Temp %, 0.3429 8.981 8.981 OK OK X -X. +1.20D+0.50L+1.60S+1.60H 0.330 0.330 -Z +Z Bottom Bottom 0.288 0.288 Min Temp % Min Temp %, 0.3429 0.3429 8.981 OK X -X. +1.20D+1.60S+0.50W+1.60H X -X. +1.20D+1.60S+0.50W+1.60H 0.330 -Z Bottom 0.288 Min TemD % 0.3429 8.981 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.4613 +Z Bottom 0.288 Min Temp % 0.3429 8.981 8.981 OK OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0,4613 -Z Bottom 0.288 Min Temp %, 0.3429 8.981 OK X -X. +1,20D+0.50L+0.50S+W+1.60H 0.330 +Z Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.330 -Z Bottom 0.288 Min Temp % % 0.3429 0.3429 8.981 OK X -X. +1.20D+0.50L+0,20S+E+1,60H 0.330 +Z Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X. +1.20D+0.50L+0.20S+E+1.60H X -X, +0.90D+W+0.90H 0.330 0.2475 -Z +Z Bottom Bottom 0.288 0.288 Min Temp Min Temp % 0.3429 8.981 OK X -X, +0.90D+W+0.90H 0.2475 -Z Bottom 0.288 Min Temp % 0.3429 8.981 OK OK X -X, +0.90D+E+0.90H 0.2475 +Z Bottom 0.288 Min Temp % 0.3429 8.981 8.981 OK X -X. +0.90D+E+0.90H Z -Z, +1.40D+1.60H 0.2475 0.3850 -Z -X Bottom Bottom 0.288 0.288 Min Temp % Min Temp % 0.3429 0,3429 8.981 OK Z -Z, +1.40D+1.60H 0.3850 +X Bottom 0.288 Min Temp % 0.3429 8.981 OK OK Z -Z. +1.20D+0.50Lr+1.60L+1,60H 0.4613 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.4613 +X Bottom 0.288 Min TemD %, 0.3429 8.981 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.330 -X Bottom 0.288 Min TemD % 0.3429 8.981 8.981 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.330 +X Bottom 0.288 Min TemD % 0.3429 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.750 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+1,60Lr+0.50L+1.60H 0.750 +X Bottom 0.288 Min Temp % 0.3429 8.981 Z -Z, +1, 0D+1.60Lr+0.50W+1.60H 0.750 -X Bottom 0.288 Min Temp % 0.3429 8.981 OK OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.750 +X Bottom 0.288 Min TemD % 0.3429 8.981 Z -Z, +1.20D+0.50L+1.60S+1.60H 0.330 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.330 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK OK Z -Z, +1.i0D+1.60S+0.50W+1.60H 0.330 -X Bottom 0.288 Min TemD % 0.3429 8.981 Z -Z. +1.20D+1.60S+0.50W+1.60H 0.330 +X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.4613 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+0.50Lr+0,50L+W+1.60H 0.4613 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+0,50L+0.50S+W+1,60H 0.330 -X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.330 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+0.20S+E+1.60H 0.330 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D40.50L+0.20S+E+1.60H 0.330 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +0.90D+W+0.90H 0.2475 -X Bottom 0.288 Min Temp % 0.3429 8.981 OK Z -Z. +0.90D+W+0.90FI 0.2475 +X Bottom 0,288 Min TemD % 0.3429 8.981 OK Z -Z. +0.90D+E+0.90H 0.2475 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z +0.90D+E+0.90H 0.2475 +X Bottom 0.288 Min Temp %, 0,3429 8.981 OK Oiie Way Shear t a ,_ ,, n %aa' , Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 1.086 osi 1.086 Dsi 1,086 Dsi 1.086 Dsi 1.086 Dsi 85 Dsi 0.01278 OK +1.20D+0.50Lr+1.60L+1.60H 1.302 Dsi 1.302 Dsi 1.302 Dsi 1.302 Dsi 1.302 psi 85 psi 0,01531 OK +1.20D+1.60L+0.50S+1.60H 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 85 Dsi 0.01096 OK +1.20D+1.60Lr+0.50L+1.60H 2.116 Dsi 2.116 Dsi 2.116 Dsi 2.116 Dsi 2.116 osi 85 Dsi 0.0249 OK +1.20D+1.60Lr+0.50W+1.60H 2.116 osi 2.116 osi 2.116 osi 2.116 osi 2.116 Dsi 85 osi 0.0249 OK +1.20D+0.50L+1.60S+1.60H 0.9312 DSI 0.9312 psi 0.9312 nsi 0.9312 Dsi 0.9312 osi 85 Dsi 0.01096 OK +1.20D+1.60S+0.50W+1.60H 0.9312 Dsi 0.9312 osi 0,9312 Dsi 0.9312 Dsi 0.9312 Dsi 85 Dsi 0.01096 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.302 Dsi 1.302 Dsi 1.302 Dsi 1.302 Dsi 1.302 osi 85 Dsi 0.01531 OK +1.20D+0.50L+0.50S+W+1.60H 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 85 Dsi 0.01096 OK +1.20D+0.50L+0.20S+E+1.60H 0.9312 osi 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 0.9312 Dsi 85 osi 0.01096 OK +0.90D+W+0.90H 0.6984 Dsi 0.6984 osi 0.6984 psi 0.6984 Dsi 0.6984 osi 85 psi 0.008217 OK +0.90D+E+0.90H 0.6984 Dsi 0.6984 Dsi 0.6984 osi 0.6984 psi 0.6984 osi 85 osi 0.008217 OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection" Project Title: Engineer:' Project Descr. Project ID: Fq , r%6 Description: F4 ;� f?ur►cliing�Shear� � �� �'��,�'dz;, ��`s��i����� All units k Load Combination... Vu Phi'Vn Vu I Phi*Vn Status +1.40D+1.60H 7.721 osi _ :170osi0.04542 ` OK OK +1.20D+0.50Lr+1.60L+1.60H 9.25 osi 170osi .: 0.05441 0.03893 OK +1.20D+1.60L+0.50S+1.60H 6.618 osi 170osi 170DSi 0.08848 OK +1.20D+1:60Lr+0.50L+1.60H 15"041 osi 0.08848 OK +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1"60H 15.041 DSi.170DSi 6.618 osi . 170osi 0.03893 OK +1.200+1.60S+0.50W+1.60H 6.618 osi 170DSi 0.0 OK OK +1.20D+0.50Lr+0.50L+W+1.60H 9.25 osi 170DSi 0.055441441 OK +1.20D+0.50L+0.50S+W+1.60H 6.618 osi 170DSi 0.03893 0.03893 OK . +1.20D+0.50L+0.20S+E+1.60H 6.618 osi' 170DSi 0"0292 OK +0.90D+W+0.90H 4.964 osi 170DSi 170osi 0.0292 OK +0.90D+E+0.90H 4.964 osi Ir Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Title Medeiros Residence - Job # 14-217 Dsgnr: Description.... Front wall This Wall in File: \\CASEY\Rancho (R)\jobs\2014\217- Medeiros\retain.RPX Page: Date: 12 MAR 2 15 RetalnPro 10 (c) 1987-2014, Build 10.14.10.31 9Design;ode: CBC 2013,AC1 318-11,AC1 530-11 License: KW -0 057649 ENGINEERING Cantilevered Retaining Wall License To • rw - Surcharge Loads 1,500 Soil Data 20,000 Criteria Yes Retained Height = 8.00 ft Allow Soil Bearing Equivalent Fluid Pressure = 1,500.0 psf Method Wall height above soil = 0.50 ft Heel Active Pressure 32.0 psf/ft Slope Behind Wall = 0.00: 1 0.00 in = Height of Soil over Toe = . , 4.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Axial Load A lied to Stem Soil Density, Toe = 110.00 pcf 1.00 Footing Type Base Above/Below Soil FootingIlSoil Friction = 0.400 Soil height to ignore 0.0 ft Axial Dead Load = 428.0 lbs= for passive pressure = 12.00 in - Surcharge Loads 1,500 Lateral Load Applied to Stem 20,000 Adjacent Footing Load Yes = 21.48 Surcharge Over Heel = 0.0 psf urc Lateral Load = 0.0 #/ft Adjacent Footing Load Footing Width 0.0 lbs 0.00 ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft _ Eccentricity 0.00 in - Surcharge Over Toe = 20.0 psf ...Height to Bottom = 0.00 ft 0.00 ft Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = Axial Load A lied to Stem has been increased by a factor of 1.00 Footing Type Base Above/Below Soil 0.0 ft Axial Dead Load = 428.0 lbs= Wind on Exposed Stem = 0.0 psf at Back of Wall' Axial Live Load = 550.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Desi n Summa Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 1.89 OK Wall Material Above "Ht" = Masonry Masonry Slab Resists All Sliding ! Thickness = 8.00 8.00 ' Rebar Size = # 5 # 5 Total Bearing Load = 3,351 lbs Rebar Spacing = 24.00 8.00 ...resultant ecc. = 5.35 in Rebar Placed at = Edge Edge ' Design Data Soil Pressure @ Toe = 1,187 psf OK fb/FB + fa/Fa = 0.321 0.878 Soil Pressure @ Heel = 302 psf OK Total Force @ Section lbs= 256.0 1,024.0 Allowable = 1,500 psf Moment.... Actual ft-#= 341.3 2,730.7 Soil Pressure Less Than Allowable Moment..... Allowable ft-#= 1,231.2 3,403.2 ACI Factored @ Toe = 1,503 psf ACI Factored @Heel = 382 psf Shear ..... Actual psi = 4.1 16.3 Footing Shear @Toe = 13.8 psi OK Shear .....Allowable Wall Weight psi = psf = 48.5 49.6 78.0 78.0 • Footing Shear @ Heel = 2.7 psi OK Rebar Depth 'd' in= 5.25 5.25 ' Allowable = 75.0 psi Sliding Cates Slab Resists All Sliding ! Lateral Sliding Force = 1,444.0 lbs Load Factors - Building Code Dead Load Live Load ' Earth, H Wind, W Seismic, E. • CBC 2013,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Data I'm Fs Solid Grouting Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 1,500 psi= 20,000 20,000 = Yes Yes = 21.48 21.48 = 1.000 1.000 in= 7.60 7.60 = ASD psi = psi = Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Meoelros Residence Page: Job # 14-217 Dsgnr: Date: 12 MA 2015 Description.... Front wall This Wall in File: \\CASEY\Rancho (R)\jobs\2014\217- Medeiros\retain.RPX RetainPro 10 (c)1987-2014, Build 10.14.10.31 ;ode: CBC 2013,AC1 318-11,AC1 530-11 License:Kw-0¢057549 ENGINEERING Cantilevered Retaining Wall Design License To RA Footing Dimensions & Strengths 4.21 Footing Design Results Sloped Soil Over Heel = Toe Width = 3.25 ft Toe Heel Heel Width = 1.25 Factored Pressure = 1,503 382 psf Total Footing Width = 4.50 Mu': Upward = 6,512 73 ft-# Footing Thickness = 18.00 in Mu': Downward = 984 355 ft-# Mu: Design = 5,528 281 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 13.78 2.73 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.17 ft Toe Reinforcing = # 5 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. 65.0 Heel: Not req'd, Mu < S ' Fr 105.6 Key: Slab Resists Sliding - No Force on Key - Summary of Overturnincl & Resistinq Forces & Moments mmmmi .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,444.0 Surcharge over Heel = Surcharge Over Toe . Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 3.17 4,572.7 Total 1,444.0 O.T.M. 4,572.7 Resisting/Overturning Ratio = 1.89 Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel = 513.3 4.21 2,160.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 428.0 3.58 1,533.7 ' Axial Live Load on Stem = 550.0 3.58 1,970.8 Soil Over Toe = 119.2 1.63 193.6 Surcharge Over Toe = 65.0 1.63 105.6 Stem Weight(s) = 663.0 3.58 2,375.8 Earth @ Stem Transitions= Footing Weight = 1,012.5 2.25 2,278.1 Key Weight = 2.67 Total = 2,801.0 lbs R.M.= 8,647.1 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.062 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 11 I 8 BU11-E COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING Submit completed toren to perwo;o]by� CONSTRUCTION DEBRIS RECOVERY FINAL REPORT malleo: . Final inspection will not be Scheduled until completed re Butte county LDevelopment Services- / p! report.. Builoing APN: �2V !�{ ��y(� Building Permit# Center Drive R/ K� prorille CA Owner Name:__ Owner Phone: Jobske Addrt: Project Type: p Construction D Demolition Jobalte Contact Company: Jobsite Phone: ( 1 MATERIAL Tom• RecycleTonnageTToon� ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (conmew. uph•ly Lumber PlanVrree Debris Dry Wall Metal Cardboard Other. Other" Total tons of material disposed of (not recycled or reused) ' Total tons of material not disposed (either recycled of reused) Attach copies of weight receipts, gate tags, or Other verifying information for all materials Percent recycled/reused that were reused; reeyele&or disposed. Please sign Indicating UW.the above information is true and correct to the best of your knowledge: Applicant , ijOwrer or Comtractorl: 08t@: T Chicle which • Final Report returned with comments: pnitiaq Date: Final Report approved ,(Building Inspector, Date: r '` K:\BUILDING\2011\App2oved forms\Res Green Bldg. forms\Waste T}iversion-Recycling fbrms oc .a� r.: - Construction & Demolition (C&D)'Recycling and Salvage Information General Waste Services • Rec6logy Butte Cohisa Counties 538-5868, 342-2222 • Waste Management 893-4777 • Northern Recycling 8u: Waste Services 876-3340 Kate W Recovery Fadlities: • Reeology Butte Coluse. Counties 2720 S. 5m Ave, Oroville 533-5868 Inert Reeydin¢ facilities: • Neal Road Recycling & Wade Facility 1023 Neal Road t • Knife Rive Construction Co, 1764 Skyway, Chico, 891.6555 • Granite Construction Co. 4714 Pacific Heights Rd, Oroville, 538-7616 Serax Metal: • Aldred Scrap/Stoel Mill Recyclers 786 Oro-Odoo Hwy, Durham, 342.4930 • Chico Scrap Metal 766 Oro -Chico Hwy, Durham, 345-1476 • Norcal Recycles 1855 Kusel Rd, Oroville, 532-0262 Yard/Wood Wastes: • North Valley Organic recycling 4441 Cohasset Rd., Chico, 624-3529 • Recoolgy Butte Cohtsa Counties Recycling Center ' 2720 S. Sm Ave, Oroville, 533-5868 • Earthworm Soil Factory Neal Road off Hwy 99,995-9676 • Town of Paradise Vegetative Waste Factliry Clark Rd. & American way, Paradise 877-0824 • Old Durham Wood Co. 342-7381 Fixtures and balldin¢ Materials: • Ro Store (Habitat for Humanity) , 220 Meyer, Chico, 895-1271 This partial list is for informational pu:poses only and not an en&ftement of any products or services. • Neal Road Recycling & Waste Facility 1023,Nat1 Road Cardboar*AveChico. `f p Is• Chico878 E dl •Cbioo 2569 S • Work Training Center 2300 Fair St, Chico, 343-8641 • Nor -Cal Recyclers 1855 Kusel Rd, Oroville Other Resources: • Gtm=wBnil" • Butte County'pusm6W Solid Waste & Recycling Division;. 879-2352 • www.RecycleSt " JOB: Medeiro G pp LOCATION_ Gangor, Ca. M i Te k. TRI INNEER/NG POWER TO PERFORM. MiTek'lndustries, Inc.' t •� r 7777 Greenback Lane ` Suite 109 Citrus Heights, Ca.95610 4 Phone: (916)676-1900 E �. Fax:(916)676-1909 -► LUMBER ► HARDWARE ► STOCK -PLANS ' ► CUSTOM DRAFTING _ ► TRUSS ENGINEERING ► TRUSSES ' ► PRE FRAMED, WALLS WARNING: DO NOT CUT OR ALTER TRUSSES IN ANYWAY. B'TE WARNING: DO NOT STORE TRUSSES ON.UNEVEN GROUND. COUNTY ' MAR 2 6 2015 DEVELOPMENT -TRUSSES REQUIRE'EXTREME CARE IN HANDLING - SERVICES BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH WILL NOT -BE CONSIDERED A DEFECT " PERMIT # ,. BUTTE CO I 9 '1I E COE CC 'DATE , 0 i � 'E�Y`�igsV) ��i��I ``�,�q�"Y���=da` � ���� I �� f, �+�'A�rr �Y,'ri�f� '� � � �� "• ���I �'lJ f 1 �. �!✓� J�� s Q, L� b r f 1' 4 �-e � - ✓ ,I� l� ,I jF wu ,}� I" �,� ii¢ , nom• � rt ti 4 i-4 Q •t N i+ " l , ' a i r ! ti �' BUTTE COUNTY . M iTe® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Medeiros_G Fax 916/676-1909 Medeiros_G BUTTE COUNTY BUILDING DIVISION APPROVED The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R43873735 thru R43873756 My license renewal date for the state of California is December 31, 2016.° Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These,truss designs rely on lumber values established by others. 4RA�1=S3/pay TNIQ y �� 76428CT m * PXP,12/31/2016ti - - - February 23,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the " truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause. Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft-in4ixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) 1 Apply plates to both sides Of truss i. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. i n �' 46 2. Truss bracing must be designed by an engineer. For tnra individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or altemative T,1, or Eliminator bracing should be considered. C1-2 c7a WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O �•� ;y� A 0::4. 0 Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb property interested plates 0 -'Al' from outside 0- �' u U all other parties. edge Of truss. 0 5. Cut members to bear tightly against each other. cry �� BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MITek 20/20 SOttWar! Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 10% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 9-5-43,96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated othervvise. 18. Use of green or treated lumber may pose unacceptable tit- - - - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: -- - - — ANSI/TPI1: National Design Specification for Metal 19. Review portions of this back, words Plate Connected Wood Truss Construction. ® ing pi to Reviewing °� pictures] before use. ReweNAng pictures alone isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORA011.1" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 J` Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud R43873735 R43873735 MEDEIROS_G A10 GABLE 2 1 34 n/r ,120 MT20 220/195 TCDL 10.0 7777 Greenback Lane Lumber Increase 1.25 BC 0.10 lob Rpf.. ce o fo a cnaeav .Homes, urovme, s.h noxa r.nau s- z0- zura mirex moumnes. mc. aar reo- ru:oo:rz zu ra raga r ID: a s3OQ9yj2jzvxgR9y2SgXgzivwZ-WG igg2OG CM LvAE bI R Fu B ngrg 17Am SSNg01TaxOzivrX 19-2-3 40-0.0 42-0-0 19-2-3 20-9.13 ' Scale = 1:74.3 6.00 12 2x4 II 2 1 3x6 = 16 17 18 E3UTTE COUNTY r 19 20 - BUILDING DIVISION 2, 22 APPROVED 23 24 25 28 3x8 15 27 28 29 30 31 32 33 65 64 83 62 61 60 59 58 57 56 54 53 52 51 5049 48 47 46 45 43 42 41 40 39 38 37 36 35 3x5 = 2x4 II 55 44 3x6 = 3x6 = Plate Offsets MY): 117:0-3-0.Edgel. 155:0-2-9.D-1-81 Design vagd for use onlywith Mtfek connectors. This design is based only upon parameters shown, and Is for an individual building component. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 34 n/r ,120 MT20 220/195 TCDL 10.0 7777 Greenback Lane Lumber Increase 1.25 BC 0.10 Vert(TL) -0.04 34 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 33 n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix) Weight: 329 Ib FT = 20% LUMBER g BRACING / TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 16-50,18-49,13-53,14-52,15-51,19-48, 20-47 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 40-0-0. (lb) - Max Horz 65=-233(LC 6) MaxUplift All uplift 100 Ib or less at joint(s) 64, 63, 62, 61, 60, 59, 58, 57, 56, , 54, 53, 52, 51, 48, 47, 46, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35 except 65=-132(LC 6), 33=-100(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 65, 50, 49, 64, 63, 62, 61, 60, 59, 58, 57, 56, 54, 53, 52, 51, 48, 47, 46, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35 except 33=272(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=211; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable require; continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mech9hical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 64, 63, 62; 61, 60, 59, 58, 57, 56, 54, 53, 52, 51, 48, 47, 46, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35 except Qt=lb) 65=132, 33=100. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard " o4ROF5SI0 " 4 �M-NIO 76428: 4 If - , fd %,- February 23.2015 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7472 rev. 02118/20/5 BEFORE USE. Design vagd for use onlywith Mtfek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not trussdesigner. Bracing shown ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the r erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding _155 _ fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 - Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, B always required. See SCSI. i n 2. Tens bracing must be designed by an engineer. For T T 2 3 TOP CHORDS C1-2 cza wide truss spacing, individual lateral braces themselves may require bracing, or aflemative T. I, or Eliminator bracing should be considered. 4 3. Never exceed the design loadingshown and never p, stack materials on inadequately braced trusses. O �� 33 7WXEBS O= 4. Provide copies of this truss design to the building For 4 x 2 orientation, locateU ep designer, erection supervisor, property owner and plates 0 -'Ag' from outside a- �'u Uall other interested parties. edge Of truss. p 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates theoint g 7 6 5 and embed fully. Knots and wane at joint locations 1. required direction of slots in are regulated by ANSI/TPI connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 SOttWafe Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless express noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, .4r by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. �� Industry Standards:Mai ANSI/TPI1: Notional Design Specification for Metal 19. Review all portions of this design Ifront, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORAL" ANSVIPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 C_ Job Truss Truss Type Qty PlyMedelros_G 1.25 Rep Stress Incr YES Code IBC2012ITP12007 FT = 20% R43873736 MEDEIROS G A11 SPECIAL 25 1 Job Reference o tions omcnvm mm� anu a.n nasoa r.avu s— za cu r a mi ex mausmes, inc. aar reo z ru:oo: is zuro rage ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-SegRFj2Xk cdQYlhZgwfsFwwtxkLwwz7T3yh7vzivrV i 7-62 14.6.12 19.2-3 25-11-4 32-8-6 40.0-0 42-0.0 7-5-2 7-1-10 47-7 6-9-2 69-2 7-3.10 • Scale = 1:79.6 6x10 MT18H 1 15 4x5 II LOADING (psf) TIC LL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER SPACING 2-0.0 Plates Increase - 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012ITP12007 8x10M18SHS = 6.00 F12 4 12 2x4 II CSI TC 0.64 BC 0.61 WB 0.59 (Matrix) BUTTi ECOUNTY BUILDING DIVISION APPROVE® 10 9 5x8 = 1.5x4 I I DEFL in (loc) I/deft Vert(LL) -0.15 14 >999 Vert(TL) -0.37 14 >470 Horz(TL) 0.05 7 n/a BRACING Lid 360 240 n/a PLATES GRIP MT20 220/195 MT18H 220/195 M18SHS 220/195 Weight: 227 Ib FT = 20% TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc pudins, BOT CHORD 2x4 OF No.2 except end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-9-4 oc bracing: 12-13 6-0-0 oc bracing: 11-12. _ WEBS 1 Row at midpt 2-13,4-11 MiTalk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 15=507/0-5-8 (min. 0-1-8),12=1698/0-3-8 (min. 0-1-13),7=1099/0-5-8 (min. 0-1-8) Max Hoa 15=-236(LC 6) Max Uplift 15=-153(LC 8),12=148(!_C 8), 7=277(LC 8) Max Grav 15=510(LC 17), 12=1698(LC 1), 7=1103(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-628/200, 1-2=1887/458, 2-3=-81/668, 3-4=-48/949, 4-5=-1120/424, 5-6=-1085/309, 6-7=1645/332 BOT CHORD 14-15=109/668, 13-14=339/1931, 12-13=1679/162, 3-13=264/133, 10-11=0/303, 9-10=184/1370, 7-9=-183/1374 WEBS 1-14=234/1231, 2-13=2210/611, 11-13=0/579, 4-13=-1353/353, 4-11=343/0, 4-10=245/1033,5-10=414/195, 6-10=600/138, 6-9=0/295 NOTES 1) Unbalanced roof live loads have been considered for this design. -- - _ 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; 4ROFE$S/pN`. Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate Q �� grip DOL=1.33 QT N�0 3) All plates are UT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load'nonconcurrent with any other live loads. h 4j 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 11 76428 fit between the bottom chord and any other members, with BCDL = 10.Opsf. L 6) Bearing at joints) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity a PIP of bearing surface. EXR 12131/2016 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 15=153, 12=148,7=277. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fh CIV ►4 �P LOAD CASE(S) Standard February 23,2015 4LWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 02116/201S BEFORE USE. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing showri . Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the 8 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane r - Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 ' Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4t Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ftin-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSL I. „ 2. Truss bracing must be designed by an engineer. For �' /16 1 2 3 TOP CHORDS wide tura spacing, individual lateral braces themselves may require bracing, or altemative T, L or Eliminator T bracing should be considered. T C1-2 WEBS4 3. Never exceed the design loading shown and never inadequately braced trusses. pe stack materials on O �•� ; � 3 od Oz 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U h +' property a0 other Interested plates 0 -'Ag' from Outside 0- u U parties. edge Of truss. 5. Cut members to bear tightly against each other. FO C7-8 C&7a- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 Cationsand embed fully. Knots and wane at joint required direction of slots in ocare regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless axpresO/ noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibi lity of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate wiihout prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable — — - - - environmental, health or performance risks. Consult with project engineer before use. Industry Standards:_ m. ANSI/TPi l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M ITe k SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORA4:` ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MIP473 rev. 10208 Job Truss Truss Type Qty Ply Medelros_G 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate Plate Offsets (X,Y): 11:0-3-8.Edgel. 843873737 1 MEDEIROS_G B10 GABLE 1 1 LOADING (psf) 480(=SSl��p� SPACING 2-0-0 CSI Job Reference (optional Cnaeavor momes, - Vrovllle, GA tlz`oo 1.4JU s JUI Za ZU1J MI1eK mausines, inc. bat Yea Zl IU:M:la Zulu rage 1 ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-LP4y5551 oC63v92SoW7bO54ilYCLsrQiOhwu8gzivrR 570.74 15-8-0 28.40 30-40 510-14 9-32 12-8-0 2�0 Scale =,:S,:B 3x4 = BUILDING DIVISION 11 12 13 A r-% r rr, e-.. 4Z 41 4U Js its if Ja JJ J4 JJ 'J'CJl JU 1e Za Z/ M Zo Z4 4x14 \\ 3x4 = 31$ LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF N0:2 be installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 25-4-0. (lb) - Max Horz 42=-118(LC 6) Max Uplift All uplift 100 Ib or less at joints) 31, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24, 22 except 42=-273(LC 4), 41 =235(!-C 1), 40=154(LC 1) Max Grav All reactions 250 Ib or less atjoint(s) 33, 31, 41, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24, 40, 22 except 42=687(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-122/254, 4-5=100/284 WEBS 2-42=520/205 3.60 2-10-14 NOTES 22-5.2 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate Plate Offsets (X,Y): 11:0-3-8.Edgel. [t:0-6-1 l .Edgel 112:0-2-0,Edge1 [42:0-10-4 0-0-101 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. LOADING (psf) 480(=SSl��p� SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid . PLATES GRIP TCLL 20.0 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Plates Increase 1.25 LOAD CASE(S) Standard TC 0.23 Vert(LL) -0.02 23 n/r 120 MT20 220/195 , TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 23 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.01 22 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 168 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF N0:2 be installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 25-4-0. (lb) - Max Horz 42=-118(LC 6) Max Uplift All uplift 100 Ib or less at joints) 31, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24, 22 except 42=-273(LC 4), 41 =235(!-C 1), 40=154(LC 1) Max Grav All reactions 250 Ib or less atjoint(s) 33, 31, 41, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24, 40, 22 except 42=687(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-122/254, 4-5=100/284 WEBS 2-42=520/205 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 480(=SSl��p� 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. h� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 31, 39, 38, 37, 36, 35, �� O� , 34, 30, 29, 28, 27, 26, 25, 24, 22 except at=1b) 42=273, 41=235, 40=154. 9) Non Standard bearing condition. Review required. ED 764-''2, 8 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `.� E.X?, 12!31!2..6 LOAD CASE(S) Standard QFCAI.IF _,. 11 February 23,2015-' WARNING- Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 020811015 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsfbfllity, of the Noel erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardinga fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quattty Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Informoflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 BUTTE COUNTY' Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-s'IxteenIhs. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, B always required. See BCSI. 1 „ 2. Truss bracing must be designed by an engineer. For 0' /16 1 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator T bracing should he considered. i i cis C2-3 WEBS 4 3. Never exceed the design loading shown and never p Cta stack materials on inadequately braced trusses. O �•� ; ; � 0 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate U >p a designer, erection supervisor, property owner and plates 0 -'AJ' from outside P 0-U U ail other interested parties. edge of truss, 0 0- 5. Cut members to bear tightly against each other. cr-e r cs-c 00 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fulH. Knots and wane at joint required direction of slots in locations are regulated by ANSIAPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 SOflWar@ O� Upon f@QUCSt. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibi lity of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate. type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 0 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - - - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: — ANSI/TPi l : National Design Specification for Metal 19. Review ail portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10'08 Job Truss Truss Type Qty PlyMetleiros G Scale= 1:50.9 1 " 4x4 = ' BUTTE COUNTY 6.00 12 R43873738 . 4x4 , MEDEIROS_G Bit SPECIAL 13 1 5x12 % 2 ' m1 oS 1 ' 6 Job Referenre (optional Endc , u, Hurnes, Ow., r. CA e5965 rage r ID:as30Q9yj2jzvxgRgy2SgXgzivwZ-HoBi Wn61KgMm8TCgvxl36WA0pMo7Kh6?r?P?DY2ivfP 510-14 10.9.7 158.0 21-8-12 28-40 30.40 - 510.14 410.9 410.9 .0-12 6-7-4 Scale= 1:50.9 1 " 4x4 = 4 BUTTE COUNTY 6.00 12 BUILDING DIVISION . 4x4 , APPROVED ROVE® - 3 5x5 5 3.00 12 5x12 % 2 ' m1 oS 1 ' 6 a I T6 [� ' d 3x4 = 9 12 13 8 7 11 10 3x4 = 5x5 = 3x4 = 3x4 % 3x4 = ' 3- S0. 3--6 0.55 ' 3-0-0 0.- 2 2-8-2 7-3.9 7-38 7-10-1 Plate Offsets (X.Y): 11:0-2-11.Edoel. 15:0-2-8,0-3-41. f9:0-2-8,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.11 8-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.26 9-10 >999 240 BCLL 0.0 ' Rep Stress Inu YES WB 0.35 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 128 Ib FT = 20% LUMBER In BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF No,2 6-0-0 oc bracing: 1-11. MiTek recommends that Stabilizers and required cross bracing - be Installed during truss erection, in accordance with Stabilizer - nsta ation uide " REACTIONS (Ib/size) 6=1136/0-5-8 (min. 0-1-8), 11=1246/0-5-8 (min. 0-1-8) Max Horz 11=-117(LC 6) Max Uplift6=237(1-C 8), 11=-254(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-203/497, 2-3=19601311, 3-4=1357/261, 4-5=1571/295, 5-6=1714/258 - BOT CHORD 1-11=-441/214, 10-'11=137/1673, 9-10=103/1356, 8-9=-15/984, 6-8=124/1446 WEBS 3-10=56/447, 3-9=361/128, 4-9=-52/543, 4-8=88/608, 5-8=336/150, 2-11=2348/416 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=237, 11=254. --- R-FESS/o 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �4 .l, _• �- - ' LQ 1 N10`y� LOAD CASE(S) Standard LIQ 76928 CIVIC lyP - February 23,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 02118/2015 BEFORE USE. Design valid for use only with NbTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatbn, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 '� } Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ftin-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For Oi / i6 1 2 3 TOP CHORDS wide inns spacing, individual lateral braces themselves may require bracing, or alternative T,1, or Eliminator T T ci-s c7a bracing should he considered. WEBS 4 �, 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on ad T O�•� ;y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate U a = designer, erection supervisor, property owner and plates 0 -'Ag' from Outside rL �' u U all other interested parties. edge Of frU55. a 5. Cut members to bear tightly against each other. C7.8 c6-70 � BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 Cationsand embed fully. Knots and wane at joint required direction of slots in locare regulated by ANSI/TPI 1. Connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/IPI 1. Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibi lity of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chards require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 Mi Tek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance mks. Consult with r DUE project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design Ifront, back, wordswiPlate Connected Wood Truss Construction. and pictures) before use. Revieng pictures alone DSB-89: Design Standard for Bracing. k MITe® is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORAill." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty PlyMedelros G SPACING 2-0-0 CSI ID:as3OQ9yj2jzvxgRgy2SgXgzivwZ-I_14j77w57Udmdn1 TeYlejiAQIAF3B394f9Yl7zivrO 2-10.14 TCLL 20.0 R43873739 MEDEIROS_G 812 SPECIAL 1 1 410.9 6-0.12 6.7-4 . BCLL 0.0 ' Rep Stress Incr YES - 4x5 = Job Reference factional tnaeawr nomes, uromne, cA so-so* 7-10.1' - Plate Offsets MY): 18:0-2-8.0-3-01 ansu s um zo zuts mi i eK mausmes, mc. oar reo n tu:ao:zi zui o rage i • LOADING (psf) SPACING 2-0-0 CSI ID:as3OQ9yj2jzvxgRgy2SgXgzivwZ-I_14j77w57Udmdn1 TeYlejiAQIAF3B394f9Yl7zivrO 2-10.14 TCLL 20.0 7-9.7 12-8.0 18-8-12 25.40 2-10.14 TCDL 10.0 410.9 410.9 6-0.12 6.7-4 . BCLL 0.0 ' Rep Stress Incr YES - 4x5 = Scale 1:46.7 - BCDL ' 10.0 Code IBC2012rTP12007 4 BUTTE COUNTY Weight: 116 Ib FT = 20% LUMBER•. ^ BRACING TOP CHORD, 2x4 DF No.2 _ TOP CHORD Structural wood sheathing directly ` I�NPG� DIVISION WEBS 2x4 DF No,? BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6.00 12 BUILp�D1raO MiTek recommends that Stabilizers and required cross bracing VED . PROVED • 4x4 Installation quide. REACTIONS All bearings 254-0. 3 1.5x4 Max Grav All reactions 250 Ib or less atjoint(s) 10 except 6=262(LC 18), 6=261(LC 1), 8=605(LC 13), 9=452(LC 1), 7=683(LC 1) } 5 3.00 12 NOTES ' - r r 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; 4x6 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 10, 8, 9 except --- 'gOF SS�Qp' • 3x4 Q4 ' 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPIT 1. 1 N Q 1 4 -. 10 y� 'lam ' 1 w v 7642$ v P9 _ ` W. t 3112016 TATFOFCAIA 1 February 23,2015 ' 1.5x4 II 3x8 =. 3x4 = 3x4 = 1 10 9 - 8 11 12 7 - - 5x5 2-10.14 7-3.9 7-3.9 7-10.1' - Plate Offsets MY): 18:0-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES' GRIP r TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.08 7-8 >999 360 ' MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.21 6-7 >444 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 6 n/a n/a BCDL ' 10.0 Code IBC2012rTP12007 (Matrix) Weight: 116 Ib FT = 20% LUMBER•. ^ BRACING TOP CHORD, 2x4 DF No.2 _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No,? BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS All bearings 254-0. (lb) - Max Horz 10=-119(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 6, 10, 8, 9 except 7=128(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 10 except 6=262(LC 18), 6=261(LC 1), 8=605(LC 13), 9=452(LC 1), 7=683(LC 1) } FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-265/115, 3-8=264/119, 5-7=-394/171 NOTES ' 1) Unbalanced roof live loads have been considered for this design. r 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 10, 8, 9 except --- 'gOF SS�Qp' 0=1b) 7=128. Q4 ' 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPIT 1. 1 N Q 1 4 -. 10 y� 'lam LOAD CASE(S) Standard w v 7642$ v P9 _ ` W. t 3112016 TATFOFCAIA 1 February 23,2015 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 02/1812015 BEFORE USE. t Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Bis for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - _ _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Ouallty Critedo, DSB-89 and BCSI Bugding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. 1 64-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. Oi�6 2. Truss bracing must be designed by an engineer. For tnra individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or allemative T, I, or Eriminator T bracing should be considered. T a-2 cza WEBS 3. Never exceed the design boding shown and never p stack materials on inadequately traced trusses. O W bcls!6 4. Provide copies of this truss design to the building designer, supervisor, owner and For 4 x 2 orientation, locate U erection property interested plates 0-'Ae from outside rL (J all other parties. edge of truss. aO 5. Cut members to bear tightly against each other. c�a co-� BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location detalls available In MiTek 20/20 software Or Upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular _ 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be at the species and size, and in all respects, equal to or better than that . specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable titenvironmental, health or performance risks. Consult with lei project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. OSB-89: Design Standard for Bracing. k MITe® BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r97 PERFORM.'" ANSIM 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MI�7473 rev. la'OS Job Truss Truss Type Qty Ply Medehos_G - ' 5 3.00 12 R43873740 MEDEIROS_G B13 SPECIAL 4 1 2 4x4 obReee ce o Co a enaeavor nomes, urovine, uA uoaoo aasu s um zo zu1a mi i eK mousmes, mc. aar reo zi iu:ao:zz euro rage i ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-DBJSwSBYsRcUNnMD1 L4XBxFLi9URocllJJu6HRzivrN 2-10.14 7-9-7 12-8-0 18-8-12 25-4-0 2-10-14 4.10.9 4.10-9 8-0.12 8-7-4 . _ Scale = 1:45.5 4x4 = 4 BUTTE COUNTY 6.00 ,2 BUILDING DIVISION 4x4. APPROVED NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=156, 10=156. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard " of US/pp/t� 0 w 76428 v ` l XP, 12/31(2016 February 23,2015 WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0711811015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component. , Applicability of design parameters and proper Incorporation of component is responsib(fity of building designer- not truss designer. Bracing shown e Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 3 1.5x4 ' 5 3.00 12 04 2 4x4 1 I B l dd 9 8 11 12 7 10 ' 2x4 II 4x8 = 5x5 = 3x4 = 3x4 = 2-10-1a 1az•a n-s1s zs-a-o 2-10-14 7-3.9 7-39 7-10-1 - ; - Plate Offsets (X,Y): 18:0-2-8,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.11 7-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.24 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 116 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF Nod, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer ; Installation uide REACTIONS (Ib/size) 6=995/0-7-8 (min. 0-1-8), 10=995/0-7-8 (min. 0-1-8) Max Horz 10=-119(LC 6) Max Uplift6=156(1_C 8), 10=156(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1700/261, 2-3=1945/359, 3-4=-1372/282, 4-5=1599/331, 5-6=1740/291, 1-10=-963/147 BOT CHORD 8-9=-172/1365, 7-8=72/992, 6-7=-200/1471 WEBS 2-9=-639/177, 3.9=82/427, 3-8=383/143, 4-8=62/541, 4-7=115/625, 5 7=343/160, 1-9=-212/1568 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=156, 10=156. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard " of US/pp/t� 0 w 76428 v ` l XP, 12/31(2016 February 23,2015 WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0711811015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component. , Applicability of design parameters and proper Incorporation of component is responsib(fity of building designer- not truss designer. Bracing shown e Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. 64-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 n 2. Trus bracing must be designed by an engineer. For 0' /16 1 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator T TOP CHORDS bracing should be considered. T ci-s cza WEBS 3. Never exceed the design loadingshown and never stack materials on inadequately braced trusses. AC44 O �•� ;y� 34. Os Provide copies of this truss design to the building For 4 x 2 orientation, locate U designer, erection supervisor, property owner and interested plates 0- 'Ali' from outside rL U ap other parties. edge Of truss. 0 5. Cut members to bear tightly against each other. cr a �� BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes treses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MiTek 20/20 softWare or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with Tire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 responsibility of inns fabricator. General practice B to X to slots. Second dimension is • camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint B>•Ble ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: — ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. � and pictures) before use. Reviewing pictures alone sufficient. is not sucient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI t Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty PlyMedelros G • 1 R43873741 MEDEIROS G J1 MONO TRUSS 6 1 Job e e e ce o bona r • r • 1 uawmiien umusurcsrnu�i iw aro agn � ID:as3OQ9yj2jzvxgRgy2SgXgziZwZ� tr8o9AdIkLhxPa3bmj8DadZwa7ySYzefgtzivrM' 3x8 11 5 Scale = 1:9.4 COUNTY a DIVISION' JOVED I 2-0.0 12-3-12 311-11 2-0.0 0.312 1-7-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 4-5 >999 360. MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.00 4-5 >999 240 . BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 11 Ib 'FT = 20% LUMBER BRACING TOP CHORD • 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing • be Installed during truss erection, in accordance with Stabilizer Installation guide. • REACTIONS (lb/size) 3=39/Mechanical, 4=-43/Mechanical, 5=385/0-7-8 (min. 0-1-8) Max Hoa 5=31 (LC 4) Max Uplitt3=39(1_C 1), 4=43(LC 1), 5=-146(LC 4) Max Grav 3=14(LC 4), 4=29(LC 4), 5=385(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; • r . Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. F 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=1b) 5=146. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard y 4 Co C-D� w 76428 C-0 CA1.\F" February 23,2015 WARNING - Verify design pammerem and READ NOTES ON THIS AND INCLUDED MITEK REFER ANCE PAGE MII-7473 rev. 02118/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown • Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the c 8 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricat, on. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. - Suite 109 - Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 64-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is aways required. See BCSI. l 1 n /16 2. Truss bracing Must be designed by an engineer. For 1 2 3 wide tnra spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator TOP CHORDS should be considered. cr-z C2-3bracing 4 WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O �•� ;� ; Oz 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U f `u property interested plates 0-'Aa' from outside CL �' U ail other parties. edge of truss. p 5. Cut members to bear tightly against each other. C7-8 cdr � BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sze, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if Indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with ' project engineer before use. Industry Standards: ANSI/TPI i : National Design Specification for Metal 19. Review ail portions of this design (front, back, wordaridwiPlate Connected Wood Truss Construction. apictures) before use. Revieng pictures alone is not sufficient. DSB-89: Design Standard for Bracing. k MITe® SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Iry PERFORAA'" ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MIP473 rev. 14'08 Job. Truss Truss Type Qty Ply Medelros G � s .. Scale ' • .. - 3 - , R43873742 MEDEIROS G J2 MONO TRUSS 6 1 ION. 2 Job Reference foot o e tnaeavor homes, Urowne, UA ees00 - 1.44u s Jul �o zu,J Mn eK mausmes, mc, mar reD n m:JD:zc zuio rage , I D:as30D9yj 2jzvxq R9y2SgXgzivwZ-9ZR O L890 N 2sCd4 Wc8m67GMKk6zFm GaAbmdN DMJzivrL 571-11 _ ' 511-11 - � s .. Scale = 1:12.6 • .. - 3 - , + i 3.00 12 BUTTE COU14-Y BUILDING, � ION. 2 CIS 3x4 = - 4 3x8 11 5 1 1 - LOADING (pso SPACING 2-0-0 CSI DEFL In (loc) I/deft Ud PLATES GRIP TCLL - 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.01 4-5 >999. 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.02 3 n/a n/a BCDL- 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 17 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2' MiTek recommends that Stabilizers and required cross bracing e be installed during truss erection, In accordance with Stabilizer d . Installation guide. REACTIONS (Ib/size) 3=66/Mechanical, 4=13/Mechanical, 5=385/0-7-8 (min. 0-1-8) Max Horz 5=47(LC 4) Max Upllft3=29(LC 4),5=126([_C 4) t Max Grav 3=66(LC 1), 4=47(LC 3), 5=385(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-265/114 - NOTES t . 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft' B=45ft; L=24ft; eave=4ft; Cat. II; 'Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except at=1b) 5=126. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOADCASE(S) StandardQ�ESS/ \ p _ pN� ��� .76.4,.2$ EXP, -12/31/2016 ' \`�TFQFA�,Fg4 February 23:2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 02116401S BEFORE USE. Design valid for use only with Mitek connectors. This design Is based only upon parameters shown. and is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown e• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s/s Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. O1 / 2. Tres bracing must be designed by an engineer. For 16 1 2 3 wide tis spacing, individual lateral braces ihemselves may require bracing, or alternative T,1, or Eliminator TOP CHORDS bracing should be considered. T ci-2 ca3 W EBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on O �•� ; �r� ; (X 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate L j y = 4 designer, erection supervisor, property owner and interested plates 0 -'Ag' from outside n- U all other parties. edge Of truss. 0 5. Cut members to bear tightly against each other. C7.8 co- � BOTTOM CHORDS 6. Place plates on each face of ins at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TP1 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/rPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sze, orientation and location dimensions. PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with M11 engineer before use. Industry Standards:project ANSI/TPI1: Notional Design Specification for Metal 19. Review oil portions of this design Ifront, back. words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ria PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 0 Job Truss Truss Type Qty PlyMedeiros G • 7-11-11 TCLL 20.0 • " Scale = 1:15.6 R438737 43 MEDEIROS_G J3 MONO TRUSS 6 1 ` ' BUILDING DIVISIO^!N Vert(TL) -0.08 2 Job Reference (optional tnaeavor homes, urowie. GA ab`Jbb (.44 s Jai zo zuij MI I ex Inausines, inc. bai reo zl IU:Jo:zo www rage 1 ID:as30D9yj2jzvxgR9y2SgXgzivwZem?bZUA08M 3EE5oiUdEpZIuVNax?1Kk?H7mumzivrK 7-11-11 . 7-11-11 TCLL 20.0 • " Scale = 1:15.6 3 j 3.00 12 MT20 220/195 TCDL 10.0 BUTTE COUNTY ' BUILDING DIVISIO^!N Vert(TL) -0.08 2 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 3 n/a n/a " 1 e r (Matrix) Weight: 23 Ib - FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 = Tek recommends that Stabilizers and required cross bracing 4 ' 3x4 , • F f 5 3x8 I I r' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.03 4-5 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.08 4-5 >881 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 3 n/a n/a " BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 23 Ib - FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 Tek recommends that Stabilizers and required cross bracing Installed during truss erection, in accordance with Stabilizer Fbe stallation guide. REACTIONS (Ib/size) 3=133/Mechanical, 4=47/Mechanical, 5=443/0-7-8 (min. 0-1-8) _ Max Horz 5=63(LC 4) y + Max Uplifl3=56(LC 4), 5-130(LC 4) t Max Grav 3=133(LC 1) 4=93(LC 3) 5=443(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-331/149 w NOTES f « 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; ` Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except at=1b) 5=130. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard r , O �pT N10 q� ... v '76428.rn` PXP,12/31/2 . Cja� February 23.2015 y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7479 rev. 02tf8/2015 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �alj Appticabifity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ey. Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilliy, of the pIrC erector. Additional ermanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information avollable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. , Suite 109 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in fl -in -sixteenths Damage or Personal Injury Dimensions are in fl -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. �I n ' h 2. Truss bracing must be designed by an engineer. For 6 T T 1 2 3 TOP CHORDS ci-s c2a wide tnra spacing, Individual lateral braces themselves may require bracing, or aBemative T, I, or Eliminator bracing should be considered. WEBSNC 3. Never exceed the design loadingshown and never inadequately braced trusses. stack materials on O •� ;y� O 4. Provide copies of this tans design to the building FOr 4 x 2 Orientation, locate U = designer, erection supervisor, property owner and plates 0 -'Al' from Outside 0- U all other interested parties. edge of truss. 0 p Cut members to bear tightly against each other. cry C6-75. � BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for ' use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate, type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43,96-31,9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: -- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. O and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. M ITe k is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job. Truss Truss Type Qty • ,. ,. ' � O ... .. ... jPIyMedeiros_G R43873744 MEDEIROS G J4 MONO TRUSS � � 4 1 _ 2 1- o Job Reference o t•o e en ea, v �n canon .— n 1m <J <u w mn eR muusmes, mc. aar reu n w:oo <u io rage I D: as3OQ9yj2j zvxgR9y2SgXgzivwZ-6yYzmg B2vg6wsOg_G B8TLn000m vIkUTu ExsJ R CzivrJ 2-312- 311-11 ' 2-112 -. '7-7-15 • ,. ,. Scale= 1:18.7 . 5x5 ... .. ... 3 4 .. RI 1 I T '.. - 3.00 12 •.�r GION APPROVED 3x8 II 2 1- o 3x4' _, 6 g 7... • - - 4x5 = 2-0-0 10-0-0 , 2-0-0 8-0-0 LOADING (pso. SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP, TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.05 6-7 >999 360 MT20 220/195 TCDL 10.0" Lumber Increase 1.25 BC 0.31 Vert(TL) -0.13 6-7 >688 240' BCLL 0.0 ' Rep Stress Incr YES WB . 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0' Code IBC2012ITPI2007 (Matrix) Weight: 31 ib FTI= 20% LUMBER BRACING TOP CHORD '2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTalk recommends that Stabilizers and required cross bracing _ be installed during truss erection, In accordance with Stabilizer REACTIONS'., (Ib/siie) 5=268/Mechanical, 7=519/0-7-8 (min. 0-1-8) Max Harz 7=89(LC 5) Max Uplift5=52(1_C 4),7=1148(1_C 4j FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-403/191 , NOTES 1) Wind: ASCE 7-10; VUIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 5 except at=1b) ' 7=148. �. 6) This truss is designed,in accordance with the' 2012 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. LOADCASE(S) Standard O4RQF�.SSIf 76428 3� r(�n v z W. 121'31/2016 S CIVIL. ov February 23,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev. 02HB/201 S BEFORE USE. • ' Design valid for use only with MIT& connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parametersand proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of thermJoe! erector. Additional peanent bracing of the overall structure Is the responsibility of the building designer.fror general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. - Suite 10a ' Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. fDrawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. �i ,. ' 2. Trus bracing must be designed by an engineer. For 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator T bracing should tie considered. i i C1-2 c23 WEBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on O �'� ; �y� 3 0 4. Provide copies of this tens design to the building designer, For 4 x 2 orientation, locate U= erection supervisor, property owner and interested plates 0- W' from outside 0- U ail other parties. edge Of tnJ55. 0- 5. Cut members to bear tightly against each other. 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI 1. connector plates. 7. Design assumes treses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber Is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibi lity of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, ff no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. @ and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: M11-7473 rev. 10208 Job Truss Truss Type Qty PlyMedelros G PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 7 >999 360 843873745 MEDEIROS_G J5 � MONO TRUSS 2 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 JobReference oit nail �ayn ID:as30Q9yj2jzvxgRgy2SgXgzivwZ-a86L_AChgzEnUYEApvfiiuyELAFgTvn1 Tbctzezivrl 5-7-8 10-5-8 11-11-4 5-7-8 4-10.0 1-5-12 2x4 6 5 1.5x4 II A 2-0-0 3.1 3-11-2 4.2-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 47 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF N6.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2z4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6 0-0 oc bracing: 1-8. Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta alio uide REACTIONS (Ib/size) 4=6/Mechanical, 6=417/0-5-8 (min. 0-1-8), 8=489/0-7-8 (min. 0-1-8)', Max Horz 8=101(LC 5) Max Uplift 4=8(1-C 8), 6=96(LC 4), 8=125(LC 4) Max Grav4=8(LC 14), 6=417(LC 1), 8=489(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BU17E COUNTY TOP CHORD 1-2=-138/252, 2-3=-451/79, 3-6=362/109 BUILDING DIVISION BOT CHORD 7-8=-103/498 WEBS 3-7=-86/451, 2-8=753/219 APPROVED NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6 except (jt=1b) --- - - ROF ESS/C) \ 8=125. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASES) Standard `C"D 76426 - m C7 50 _ EXP, 12/31/2016 Ln- C[Vj1- �P i February 23,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11067473 rev. 02/18/2015 aEFORE USE. Design valid for use only with M9ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the - e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/1Pl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in fl4n-sixteenths Damage Or Personal Injury Dimensions are in ft-in-s'Ixteenihs. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system. e.. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. A „ �' h 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6 T 1 2 3 TOP CHORDS C1-2 c23 wide spacing, may require bracing, or alternative T, I, or Eliminator txocing should be considered. WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O ��> ; J{!� ; Oz 4. Provide copies of this inns design to the building For 4 x 2 orientation, locate U designer, erection supervisor, property owner and plates 0-'n6' from Outside o- �' u U all other interested parties. edge Of truss. 0- 5. Cut members to bear lightly against each other. r0 C7-0 Cbl C54 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design a not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 X responsibility of truss fabricator. General practice is to to slots. Second dimension is comber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43,96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 0. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 MTe& All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with - - - project engineer before use. Industry Standards: — — - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design Itront: back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORA'L' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Meta) Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mg-7473 rev. 10208 Job Truss Truss Type Qty Ply Medeiros G LUMBER q_ BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.2 end verticals. 843873746 MEDEIROS_G J6 MONO TRUSS 2 1 REACTIONS (Ib/size) 4=78/Mechanical, 6=469/0.5-8 (min. 0-1-8), 8=485/0-7-8 (min. 0-1-8) Max Horz 8=111(LC 5) 1 Max Uplift,$=35(1_C 4), 6=123(LC 4), 8=118(LC 4) Job Reference eee ce o 11o a tnaeawr nomes, cdrovtue, UA sosao r.asu s Jul zo dura mi i ex mausines, inc. sar reo n ru::w:zr zuio rage i ID:es3OQ9yj2jzvxgR9y2SgXgzivwZ-aBGL_AChgzEnUYEApvf iuyEJAFfTvpt Tbctzezivrl a 5.7-8 10-5-8 13-114 5-7-8 4-10-0 3.5.12 1.5x4 II J c 1:23.7 Id LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.27 BC 0.27 WB 0.16 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.01 7 >999 360 Vert(TL) -0.03 6-7 >999 240 Horz(TL) -0.01 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 50 Ib FT = 20% LUMBER q_ BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.2 end verticals. WEBS 2x4 OF N6.2 ; BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6-0-0 oc bracing: 1-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=78/Mechanical, 6=469/0.5-8 (min. 0-1-8), 8=485/0-7-8 (min. 0-1-8) Max Horz 8=111(LC 5) 1 Max Uplift,$=35(1_C 4), 6=123(LC 4), 8=118(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.TOPCHORD 11-2=-1140/254,2-3=438158, 3-6=416/1137 1 p BUTTE COUNTY BOT CHORD 7-8=-100/485 WEBS 3.7=-89/450, 2-8=741/201 BUILDING DIVISION NOTES ED Wnd: ASCE 7-10; Vult=, 10mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; APPROVED v" Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except 0=1b) 6=123 . cis 65S/p truss 6) This ss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIlfPI 1.. oQ(ZOF T LOADCASE(S) Standard�\'O�NIO��� w ev 76428 . ` RXF, 12/3112016 .,._CIVIIr February 23,2015 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02JI6101 S BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane' ' Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in 114r -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteen 11 (Drawings not to scale) 1 Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. �i n ' /16 2. Truss bracing must be designed by an engineer. For tans Individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing. may require bracing, or aflemative T, I, or Eriminator T i f C1-2 ca3 bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never p �, stock materials on inadequately braced trusses. O �•� ;y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate U sb . = designer, erection supervisor, property owner and plates 0 -'Ag' from outside Q_ �' u U coo ther interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 C6-70 BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint Cations required direction of slots in are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice B to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, stze, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved IS. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable lit environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review oil portions of this design Itront, back, words Plate Connected Wood Truss Construction. � and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. M ITe k is not sufficlent. BCSi: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ira PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Meta) Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Medeims G I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R43B73747 MEDEIROS_G J7 MONO TRUSS 2 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.02 Job Reference (a t'o al ....... Homes, umvrlle, uA 9o` a /.44V S JUI zb Zu13 MIIex mausines. Inc. bar Feo zl 1u:Jb2a zuib Page 1 ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-WXE6OsDxCbUVjsOZxKiAzP2Zl x3xpJKwv5z1XzivrG 5.7-8 10.5.8 14-5-8 15.11-4 5.7-8 4-10-0 4-0-0 1-512 r 1 b1 2x4 3x4 - _ - 7 6 1.5x4 II -0-o- 3- 2-0-0 031 311-2 42-10 Plate Offsets (X,Y): 11:0-3-4.Edgel, f3:0-2-8.0-3-01 . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 8 >999 . 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix) i Weight: 53 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 r BRACING TOP CHORD BOTCHORD REACTIONS • All bearings 0-5-8 except (jt=length) 5=Mechanical, 9=0-7-8. (lb) - Max Horz 9=121(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 4 except 7=133(LC 4), 9=-113(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 5, 4 except 7=481 (LC 1), 9=485(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-142/256, 2-3=437/42, 3-7=431/146 BOT CHORD 8-9=-101/482 WEBS 3-8=-86/432, 2-9=-740/187 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-9. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1), Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except Qt=lb) 7=133, 9=113. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) .This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard r i BU 1 1 ErCOUf V I d BUILDING DIVISION APPROVED 4gOF1=5Slp w rj 76428Z I AXP, 1 311;21016 February 23.201 b AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. 0211B/20f5 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the respom billity of the . 8 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 01- Welithis CA Q�Ajn Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. -/1611 01 2. Truss bracing must be designed by an engineer. For individual braces themselves T T 1 2 3 TOP CHORDS C1-2 wide tnra spacing, lateral may require bracing, or alternative T, I, or Eliminator bracing should be considered. 4 WEBS �a, 3. Never exceed the design loading shown and never inadequately braced trusses. O stack materials on O�•� ; �i� ; O 0 4. Provide copies of this tans design to the building For 4 x 2 orientation, locate U �, a designer, erection supervisor, property owner and plates 0 -'ns' from outside a �' u U all other interested parties. edge Of truss. 0 Cut members to bear tightly against each other. C7-8 C6-75. � BOTTOM CHORDS . 6. Place plates on each face of truss at each e This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 SOtiWar@ Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expresslynoted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 X 4 responsibility of truss fabricator. General practice a to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. lumber used shall be at the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43,96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings Ono (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with M11 project engineer before use. Industry Standards: ANSIAPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction. ® andpictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MITe k BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Endeavor Homes, Orovme, CA adeua Job Truss Truss Type Qty Ply ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-JoUcBEZzudML9zN1 DPWdelMOK3gl3T9ZgXazzivrF -2.0.0 • R43873748 F MEDEIROS G JJ, MONO TRUSS 2 1 .3 • 1'' " _ 3.00 52 - e ce (optional Endeavor Homes, Orovme, CA adeua - r.430 s dm zb zuls Mi i eK mausmes, Inc. set t-eo z1 1u:-su= zola rage 1 ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-JoUcBEZzudML9zN1 DPWdelMOK3gl3T9ZgXazzivrF -2.0.0 2-0.0 Scale = 1:7.8 .3 • 1'' " _ 3.00 52 - e 2 4 t , - 3x4 = - • 1-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud "PLATES GRIP TCLL 20.0 Plates Increase . 1.25 TC 0.22 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 8 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N'o.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing :,- be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=267/0-7-8 (min. 0-1-8), 4=19/Mechanical, 3=-12/Mechanical Max Horz 2=39(LC 4) t Max Uplift 2=139(1_C 4), 3=-12(LC 1) ! ' Max Grav 2=267(LC 1), 4=38(LC 3), 3=23(LC 4) - FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES BUTTE COUNTY 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; , BUILDING, DIVISION Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLL -11.33 plate APPROVED grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will , fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except 0=1b) 2=139. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r 4ROF1=SSIf , .- .. . ' �_.�� SOT Nip ,• q��,, w v 7642$ EX , 31/20115 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 02tf8r2015 BEFORE USE. Design valid for use only with Mriek connectors. This design b based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Nei, fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 February 23,2015 s Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenihs. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. see BCSI. 2. Tens bracing must be designed by an engineer. For 0-1/,- 6 1 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or altemotive T, I, or Eliminator T bracing should be considered. I ci-z c2a WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O �•� ;� ; W 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 Orientation, locate U property interested 011Nplates 0 W' from outside 0- �' u U all other parties. edge Of truss. 0 0 - 5. Cut members to bear tightly against each other. cry r 00 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint iocations required direction of slots in are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non,structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, stze, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review portions of back, words design inn Plate Connected Wood Truss Construction. ® se and pictures) before use. Reviewing pictures alone to pi isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER to PERFORM" ANSI/TPI i Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Enae o..... umvwe, GA nonon r.wu s dw w 20i3 Mi i es W..idea, mc. aar rco 2i ru.00:ou 20 w rage . ID:as30O9yj2jzvxgR9y2SgXgzivwZ-JoUcBEZzudML7zN1 DP WdakQOJagl3T9ZgXazzivrF -2-0.0 - 311.11 2-0-0 311-11, ' • - Scale = 1:11.6 " + 3 • 3.00 F12 - ... 2 a , 4 t ' ! 1 3x4 = 311-11 311-11 LOADING (psf) Job Truss Truss Type Oly Ply Medelms_G TC 0.28 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-4 >999 240 843873749 BCLL 0.0 " Rep Stress Incr YES MEDEIROS_G JJ2 MONO TRUSS 2 1 (Matrix) Weight: 14 Ib FT = 20% 'LUMBER 7 BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. . Jab Reference (optional Enae o..... umvwe, GA nonon r.wu s dw w 20i3 Mi i es W..idea, mc. aar rco 2i ru.00:ou 20 w rage . ID:as30O9yj2jzvxgR9y2SgXgzivwZ-JoUcBEZzudML7zN1 DP WdakQOJagl3T9ZgXazzivrF -2-0.0 - 311.11 2-0-0 311-11, ' • - Scale = 1:11.6 " + 3 • 3.00 F12 - ... 2 a , 4 t ' ! 1 3x4 = 311-11 311-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 14 Ib FT = 20% 'LUMBER 7 BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. . MiTek recommends that Stabilizers and required cross bracing 4, • be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) .3=56/Mechanical, 2=325/0-7-8 (min. 0-1-8), 4=36/Mechanical Max Hoa 2=53(LC 4) I t Max Uplift3=18(1_C 5), 2=143(LC 4) Max Grav 3=56(LC 1), 2=325(LC 1), 4=73(LC 3) t FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. s 1 -BUTTE COUNTY NOTES - I 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=241t; eave=4ft; Cat. II;, BUILDING DIVISION Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 APPROVED ED 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. /'1r 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) 2=143. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard _------ QRQFES$-/. . ` �Q 0`TNIQ q��• x LU 76428 LU ` E.XI P, 12/31/2016 M1 Sr�T\C(V!1- / . FOFCAU February 23,2015 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02H8r2015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 6-48 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) 1 Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. �T „ ' h 2. Truss bracing must be designed by an engineer. For individual braces themselves b 1 2 3 TOP CHORDS wide tnra spacing, lateral may require bracing, or altemative T, I, or Eliminator bracing should be considered. i i C1-2 cza WEBS 4 3. Never exceed the design loading shown and never inadequately traced trusses. p, stack materials on O �•� ;y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U �p a = designer, erection supervisor, property owner and interested plates 0 -'As, from outside 0- �' u U all other parties. edge of truss. 5. Cut members to bear tightly against each other. c7-8 C6-7 c5-6all BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the 8 7 6 5 olnt and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment In accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 x 4 responsibi lity of truss fabricator. General practice is to to slots. Second dimension i5 camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and p in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed• unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but C 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design lfront, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M I Te k m SCSI: Building Component Safety Inforation, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type City Ply Medelros_G • Endeavor Homes, Orovllle, CA 95965 SPACING 2-0-0 -2-0.0 MEDEIROS_G 2-0-0 • � 1 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 10.0 Job Truss Truss Type City Ply Medelros_G • LOADING (psf) SPACING 2-0-0 -R43873750 MEDEIROS_G JJ3 MONO TRUSS 2 1 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 10.0 ' BC 0.33 Vert(TL) -0.13 2-4 >512 240 ob Re e e ce o do a 7.430 s Jul 25 2013 MITek Industries, Inc. Sat Feb 21 10:36:3112015 Page 1 1 ID:as30D9yj2jzvxgR9y2SgXgzivwZ-SvMspXFBkCIDy9Yy2kke2g7v nbfPIJdNDa460zivrE - 511-11. 511-11 - Scale = 1:15.3 • n 3 I 3.00 12 2 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 021184201 S BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �QQq■y Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity, of the plrC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSO.89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 3x4 = 511-11 - 511-11 LOADING (psf) SPACING 2-0-0 CSI DEFL r in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.13 2-4 >512 240 „ BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix) - Weight: 19 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2x4 DF No.2 1 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Tek recommends that Stabilizers and required cross bracing installed during truss erection, In accordance with Stabilizer F stallation guide. ` REACTIONS (Ib/size) 3=133/Mechanical, 2=388/0-7-8 (min. 0-1-8), 4=56/Mechanical ;Max Hoa 2=70(LC 4) 4 Max Uplift 3=51 (LC 4), 2=144(LC 4) Max Grav 3=133(LC 1), 2=388(LC 1), 4=113(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • T NOTES BUTTE C�`OUNT�Y! 1) SCE 7-10; Vult=l 10mph �cantilever nd gust) Vasd=87mph; TCDL=4.2psf; andtright Exp CAenclosed; MWFRS (directional); left and right exposed ; end vertical left exposed; Lumber DOL 1.33 plate BUILDING DIVISION grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. APFiR®�� 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will . fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except at=lb) 2=144.. ' 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. { LOADCASE(S) Standard QOF�SS/� 4 ` NI0 h �c . . c� 76428. LU 0 XF, j2131L2. .6! P February 23,2015 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 021184201 S BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �QQq■y Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity, of the plrC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSO.89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4-8 dimensions shown in ff-in- ixieenths Damage or Personal Injury Dimensions are in ff-in-s'ucteenths. (Drawings not to scale) Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 1 n 2. Tens bracing must be designed by an engineer. For �' /16 1 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator T bracing should be considered. T ci-s c2-3 WEBS 4 3. Never exceed the design loading shown and never p 4, stack materials on inadequately braced trusses. O �•> ;� 3 Oz 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U property interested plates 0 -'Al' from Outside n u U all other parties. edge of truss. all 5. Cut members to bear tightly against each other. r0 cr a �r BOTTOM CHORDS 6. Place plates on each face of truss at each e This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/iPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI i. Plate location details available in MITek 20/40 software Or upon r@qU@Sf. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult with ME project engineer before use. Industry Standards: ANSI/TPI i : National Design Specification for Metal 19. Review oil portions of this design (front, back, words Plate Connected Wood Truss Construction.M and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. Ile �® SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r97 PERFORNL` ANSI/TPI 1 duality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10•108 Jab Truss Truss Type Qty PlyMedeiros G ' SPACING 2-0-0 CSI DEFL in R43873751 MEDEIROS_G M11 MONO TRUSS 18 � 1 , Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 10.0 obReference(opflonall tnaeawr nomes, urovme, cA aoaaa r.n4u s — [o euro mi i ex mausmes, mc. aar reo n ru:oo:...... raga r ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-w6wE1 tGpWt4aJ78cSFtb2g3xBxQBATmctJeeszivrD 5-4-12 10.0.0 ' 5.4.12 4-7-4 r . Scale= 1:19.4 3x4 I I - .. 3 4 2x4 % 5 - 2-0-0 3- 7-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.16 6-7 >601 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 42 Ib FT = 20% LUMBER " BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ' BOT CHORD 2x4 DF No.2 end verticals. t WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ou'de. t REACTIONS (Ib/size) 6=310/Mechanical, 7=479/0-7-8 (min. 0-1-8) Max Horz 7=90(LC 7) ' Max Uplift6=62(LC 4), 7 ' 128(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-134/456 WEBS 2-6=-406/170, 2-7=659/352 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 7=128. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OF BUTTE COUNTY BUILDING DIVISION APPROVED QRQF US/pN N10 -l", (DrJ 76428 _ r P0 `.•�, AXP, 121�1/2Q1( February 23,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown. and Is for an individual building component. Rq Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording fabricati on, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Symbols Numbering System AGene'ral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in 11 -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. see SCSI. 1 0 �' /1 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves b 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator T bracing should be considered. I cr-2 C2-3 WEBS 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O �•� ; �r� h 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U = property interested plates 0 -'Ag' from outside a U all other parties. edge Of 18155. p 5. Cut members to bear tightly against each other. cry � BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the 8 7 6 5o int and embed fulN. Knots and wane at joint {ocations by ANSI/TPI 1. required direction of slots in are regulated connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43,96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Instal and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with „ - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal design (front, back, words 19. and pi to portions of use. a� pictures) before use. Revte�+nng pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER rO PERFORM'" ANSI/TPI t Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: M11-7473 rev. 10208 Job Truss Truss Type Qty PlyMetleiros G PLATES GRIP .. Plates Increase 1.25 TC 0.15 R43873752 MEDEIROS_G M11S MONO TRUSS 1 1 BC 0.15 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES Job Reference (options enaeavor nomes, urovine, uA noneo 4-0-0 r.4'SU 5 Jul 2b ZU1J MI eK maustnes, Inc. Sat r•ett 21 lu:Jb:JJ 2u16 page 1 ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-PIUcEDGRGp7wCTiKA9m67FCHebKztdGW rX3BAlziVrC 8.0.0 4-0.0 Scale = 1:17.5 6 axe 4-0-0 - F B-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.01 5-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 34 Ib FT = 20% LUMBER • I BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No;2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation de REACTIONS (Ib/size) 6=297/0-7-8 (min. 0-1-8), 3=87/Mechanical, 4=220/0-5-8 (min. 0-1-8) Max Horz 6=69(LC 8) Max Uplift 6=46(!_C 4), 3=37(1_C 4), 4=-37(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-264/58.1-2=-469/66 _ BOT CHORD 4-5=-109/439 WEBS 2-4=-479/119, 1-5=52/444 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=241t; eave=4ft; Cat. II; r Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,4) Refer to girder(s) for truss to truss connections. .5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3, 4. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION 4ROFESS/ply UJ v 76428 v EXP, 12/31/2016 February 23,2015 AWARNING -Verify design parameter; and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 02HB/2015 BEFORE USE. Design valid far use only Wth MfTek connectors. This design is based only upon parameters shown, and Is for an individual building component. T Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IN fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component _ 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/+ Center plate on joint unless x, y offsets ore indicated. 6-4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCS). 0.1/,- 2. Truss bracing must be designed by an engineer. For 6 1 2 3 wide tura spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T, I, or Eliminator T bracing should be considered. r i cr-z cza WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O •� ; ; rY 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate �(y� U f, a Oz designer, erection supervisor, property owner and plates 0- W' from outside 0- +' u U all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. c» C&r BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint {ocations by ANSI/TPI 1. required direction of slots in are regulated connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. *Plate location details available in MiTek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with :. ME project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 1i'17 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 M. Job Truss Truss Type Qty Ply Medelros G - 843873753 MEDEIROS_G M12 MONO TRUSS 19 1 LOADING (psf) SPACING 2-0-0 CSI Job Ree o 'o a 5.7-8 "It' ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-tU 1?SZH4177npdHXktHLgTIQU?eEc3Y34AokjkzivrB 10-5-8 145.8 18.7-7 410.0 40-0 2-1-15 2x4 y 3x4 = 7 6 - ' 1.5x4 II - • 2-0.0 0.3.1 311-2 42-10 Plate Offsets (X,Y): 11:0-3-4,Ednel. 13:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d, PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.16 Horz(TL) -0.01 5 n/a n/a r BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 54 Ib ' FT = 20% LUMBER BRACING TOP CHORD 2x4 DF. No. 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 294 DF No.2 end verticals. WEBS 2x4 DF No�2, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: - 6-0-0 oc bracing: 1-9. Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with,Stabilizer Installation uide. REACTIONS All bearings 0-5-8 except (jt=length) 5=Mechanical, 9=0-7-8. (Ib) - Max Hoa 9=125(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 4 except 7-133(LC 4), 9=-111(LC 4) - Max Grav All reactions 250 Ib or less at joint(s) 5, 4 except 7=481 (LC 1), 9=485(LC FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less'except when shown. TOP CHORD 1-2=-143/256, 2-3=437/38, 3-7=431/147 BOT CHORD 8-9=-103/482 WEBS 3-8=-87/432, 2-9=740/183 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonrwncurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (jt=lb) 7=133.9=11i. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED 45X 4 NIQ'\ 76428 Q EXP, /!31(2016 t February 23,2015 ... WARNING -VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/1112015 BEFORE USE. -' Design valid for use only vlth MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the No erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane s Safety Intormatlon available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314.- I Suite 109 r Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/+ Center plate on joint unless x, y offsets are indicated. 6-4 8 dimensions shown in 114n-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) 1 Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See SCSI. I " /16 2. Truss bracing Must be designed by an engineer. For j 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or ofiemative T. I, or Eliminator TT should be considered. ci-s C2-3bracing WEBS 4 3. Never exceed the design boding shown and never 0 stack materials on inadequately braced trusses. O �•� ; �y� 3 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U �, y property 0 interested plates 0-'Ae from Outside 0- �' v U other parties. edge of tn15S. 5. Cut members to bear tightly against each other. cra �r0- 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates theg 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are rninimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that - Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 MTekG All Rights Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with r ` - - project engineer before use. Industry Standards: - ANSI/TPi l : National Design Specification for Metal 19. Review all portions of this design Ifront, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r97 PERFORM" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 14'08 Job Truss Truss Type Qty PlyMetlelros G -9- 5 3 69.3 4-014-1-11 - Plate Offsets MY): (1:1-0-7,0-1-41. 18:D-3-0,0-3-121 R43873754 MEDEIROS_G RCI MONO TRUSS 1 1 PLATES GRIP TCLL. 20.0 Plates Increase 1.25 TC 0.54' Vert(LL) -0.10 1-9 >999 .360 Job Reference factional tnaeawr Homes, orovine, GA 9b9bb 3.3.10 3.3.10 bl 743o s dm zb zui3 miieK ataustries, Inc. bet reo zi tu:3b:35 zuib rage t r ID:as3OQ9yj2jzvxgR9y2SgXgzivwZ-LhbNfvlioQFeRnsjHapaCglX5PrwLSRDIgYIFBzivrA 5.9-13 10-" 14.1-11 ' 3.6.3 363 3.9.11 Scale = 1:23.6 11.50 II 4 5 " 3x10 II 2x4 II "6x6 = 7 6 4x6 = -9- 5 3 69.3 4-014-1-11 2-9.15 S11 3-63 3S3 39-11 Plate Offsets MY): (1:1-0-7,0-1-41. 18:D-3-0,0-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL. 20.0 Plates Increase 1.25 TC 0.54' Vert(LL) -0.10 1-9 >999 .360 MT20 220/195 TCDL 10.0 Lumber increase 1.25 BC 0.88 Vert(TL) -0.31 1-9 >525 240 ' BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.05 7 n/a n/a ' BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 68 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. WEBS _ 2x4 DF No.2- BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF No.2 be Installed during truss erection, in accordance with Stabilizer ' Installation u•de ' REACTIONS (Ib/size) 7=1333/0-5-8 (min. 0-1-8), 1=655/0-11-6 (min. 0-1-8) Max Hoa 1=161(LC 7) r Max Uplift7=368(1_C 4), 1=-182(LC 4) , Max Grav 7=1376(LC 15), 1=655(LC 1) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2819/799, 2-3-1805/513 t� 17 BUTTE COUNTY BOT CHORD 1-9=-742/2777, 8-9=742/2777, 7-8=461/1779 1 T BUILDING WEBS 2-9=-148/597,2-8=1088/295, 3-8=-321/1217, 3-7-1901/521 DIVISION' NOTES APPROVED 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vesd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 21 This truss has been desi ned for a 10 0 sf bottom chord live load t 5th th I' 1 d g . p oa nonconcurren w any o er Ive Dal s. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. - 5) Pr 182e mechanical connection (by others) of truss to bearing plate capable of wRhstanding 100 Ib uplift at joints) except Qt=1b) 7=368, O4QF 1=SS/Q� 6) This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. �Q1 NiQ y F •, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard w . 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 7642$ � Uniform Loads (ptt) `" XF, M51(20'115 Vert: 4-5=40(F=60) Trapezoidal Loads (plf) Vert: 1=7(F=7, B=7}to-6=283(F=131, B=-131) February 23,2015 WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7472 rev. 02716/2015 BEFORE USE. • ' Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an individual building component. ' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsible of the building designer. For general guidance regarding IN fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/71`11 Quality Criteria, DSR -89 and BCSI Building Component 7777 Greenback lane Safety Information. available from Truss Plate Institute, 781 N. Lee Street.. Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 6-45 dimensions shown in ft4n-sWeenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) 1 Apply plates to both sides of truss 1. Additional stability, bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 n 2. Tens bracing must be designed by an engineer. For /16 1 2 3 TOP CHORDS wide tnra spacing, Individual lateral braces themselves may require bracing, or attemative T, I, or Eliminator T bracing should be considered. I I ci-2 cz� WEBS Q, 4 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on O O 4. Provide copies of this truss design to the building designer, For 4 x 2 Orientation, locate U ep = erection supervisor, property owner and interested 01 plates 0- 'Ag, from outside o u U all other parties. edge Of truss. 0 0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: - 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -I 352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with �• - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Medelros G TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. R43B73755 MEDEIROS G RC2 MONO TRUSS 2 1 , (lb) - Max Horz 1=179(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 7, 6 except 9=453(LC 4), 1=-166(LC 4), 5=109(1_C 4) ' • Job Reference o t'o one tnaeavor Homes, uromne, cA tib9bb rasa s Jai Zb Za1J Ml lex mauslees. Inc. bad reo zi 1u:3 :so zuio rage 1 ID:as3OQ9yj2jzvxgRgy2SgXgzivwZ-pt91tFJ KZkNV3wRvrlKplugiOoBQ4vzMXUHmdzivr9 3-3-10 fi-9-13 10-4-0 14-1-11 18-1-11 22-1-11 23$1 3-3-10 3-63 3.6-3 39-11 400 40-0 Scale = 1:39.9 2.12 12 R 7 3x10 11 9 e 2x4 I I 6x6 = 4x4 = - m 16 4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2012fTP12007 CSI TC 0.53 BC 0.87 WB 0.42 (Matrix) DEFL in (loc) I/def! • Ud Vert(LL) -0.10 1-11 >999 360 Vert(TL) -0.30 1-11 >536 240 Horz(TL) -0.05 .7 n/a n/a PLATES GRIP MT20 220/195 Weight: 80 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. WEDGE " MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF No.2 be Installed during truss erection, in accordance with Stabilizer Installation ude REACTIONS All bearings 0-5-8 except (jt=length) 7=Mechanical, 1=0-11-6. (lb) - Max Horz 1=179(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 7, 6 except 9=453(LC 4), 1=-166(LC 4), 5=109(1_C 4) ' • Max Grav All reactions 250 lb or less at joints) 7, 5, 6 except 9=1540(LC 15), 1=643(LC 1) r BU 1TI ECO�� COUNTY `� T FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING DIVISION - TOP CHORD 1-2=-2755/712, 2-3=1747/422 BOTCHORD 1-11=-720/2713,10-11=720/2713,9-10=-413/1638 APPROVED 2-11=148/592, 2-10=-1092/299, 3-10=330/1239, 3-9=1820/497 KED NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 6 except 0=1b)Q4 9=453,1=166,5=109. 7) Beveled plate orshim required to provide full bearing surface with truss chord at joint(s) 5, 6. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. O� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). f9 U 76428 LOAD CASE(S) Standard Q 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 1 FXP, 1 MU2016 Uniforrn Loads (plf) Vert: 4-7=60 Trapezoidal Loads (plf) Vert: 1=7(1`=7, B=7}to-8=283(F=131, B=-131) February 23,2015 _ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Rq Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown eR• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 14- 3/; Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in fi4n-sWeenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSL 1 n �' /16 2. Truss bracing Must be designed by an engineer. For tnra individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T, I, or Eliminator T bracing should be coruidered. ci-z c2a WEBS 4 3. Never exceed the design loading shown and never Q 5�f stack materials on inadequately braced trusses. O � ;y� ; W Oz 4. Provide copies of this truss design to the building designer, and For 4 x 2 orientation, locate U sb �' erection supervisor, property owner all other interested plates 0 -'ad' from outside 0- u O parties. edge of truss.c» 0- 5. Cut members to bear tightly against each other. �� t— BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location detalls available In MiTek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with u, project engineer before use. Industry Standards: -- ANSI/TPI l : National Design Specification for Metal 19. Review a0 portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORft'" ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Reference Sheet: MII 7473 rev. 1008 MTek Engineering ' Job Truss Truss Type Qty Ply Medelros G LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft , Lid 843873756 1 MEOEIROS_G RC3 MONO TRUSS i I MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.13 9-10 >979 240 BCLL 0.0 ' obReference (optional 2-315 4$10 �nyr; ID:as30D9yj2jzvxgR9y2SgXgzivwZ-H3j74bJyK2VMg4?5P?r215NtfCdOpPLVmB1 PJ3zivr8 3-1-13 3-5-5 Scale = 1:23.6 1.5x4 II 5 6 2x4 I I 4x4 = 4x5 =8 7 T�QFCAI,1�o��\P, February 23,2015 WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD -7472 rev. 02/1811015 BEFORE USE. Design valid for use only v4th MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicablfity, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 8 • Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ - - fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. - Suite 109 12 4-&10 - 3.1-13 3.415 Plate Offsets (X,Y): 12:0-7-5,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft , Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.04 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.13 9-10 >979 240 BCLL 0.0 ' Rep Stress Incr NO W3 0.22 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 56 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, except BOT CHORD 2x6 OF No.2 G end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation ade REACTIONS (Ib/size) 8=823/0-11-11 (min. 0-1-6), 2=615/0-11-6 (min. 0-1-8) Max Horz 2=139(LC 7) Max Uplift8=2112(1-C 4), 2=-269(LC 4) Max Grav 8=834(LC 15), 2=615(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY TOPCHORD 4481277, 3-4�821312 p BUILDING DIVISION BOT CHORD 2-10'234/1423, 9-10234/1423, 8-9=273/1167 WEBS 3-9=-308/0, 4-9=-167/717, 4-8=1198/299 APPROVED NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=258; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 8=212, - --- - RQ5S/� 401 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) In the LOAD CA€,E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live Lumber Increase=1.25, Plate Increase=1.25 W 76428 (balanced): Uniform Loads (pjf) FXP,12r3112016 Vert: 1-11=-60, 5-6=40(F=60) Trapezoidal Loads (plf) Vert: 2=7(F=7, B=7) -to -7=226(F=103, B=-103) T�QFCAI,1�o��\P, February 23,2015 WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD -7472 rev. 02/1811015 BEFORE USE. Design valid for use only v4th MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicablfity, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 8 • Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ - - fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. - Suite 109 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensionsshown in ftmin-sixteenths Damage or Personal Injury <. Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. -.and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. ~ i n �' /16 2. Truss bracing must be designed by an engineer. For r" 1 2 3 wide tura spacing, Individual lateral braces themselves may require bracing, or aftemative T, I, or Eliminator T TOP CHORDS bracing should be considered. f i ci-s c2a WEBS 4 3. Never exceed the design loading shown and never p Cte stack materials on inadequately braced trusses. O O 4. Provide copies of this inns design to the building For 4 x 2 orientation, locate U f, s = designer, erection supervisor, property owner and plates 0-'n4' from outside o all other interested parties. edge of in155. a0 S. Cut members to bear tightly against each other. c7-8 co -7 cs-c BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates theg 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MfTek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE -shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. '9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the _ width measured perpendicular 4 4 responsibility of truss fabricator. General practice a to x to slots. Second'dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are Minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: species and size, and 12. Lumber used shall be of the s p in all respects, equal to or better than that specified. indicated by symbol shown and/or . ESR -1311, ESR -1352, ER -5243, 96048, . by text in the bracing section of the 95-43,96-31,9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: - - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front: back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r'O PERFORM." ANSI/TPI 1 quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 1a'08 BUILDING ENERGY ANALYSIS REPORT PROJECT: t New Residence 466 Darby Rd Bangor, CA 95914 Project Designer: f Gil Medeiros OWNER ! BUTTE COUNTY 466 Darby Rd MAR 2 6 2015 Bangor, CA 95914 DEVELOPMENT SERVICES Report Prepared by: Jim Spurlock Jim Spurlock Design 225 Elm Pkwy Oroville, CA 95966 530=519-3844 - o c �i� PERMIT # _. BUTTE COUNTY DEVELOPMENT SERVICE REVIEWED FOR CODE CO P IANCE DATE A/1/2 -BY r Job Number: .11417 Date: T;. 3/13/2015 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Ene Pro6.4 b Ene Soft User Number. 6494 ID: 11417 x TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form RMS -1 Residential Measures Summary 3 Form MF -1 R Mandatory Measures Summary 4 HVAC System Heating and Cooling Loads Summary 8 Room Load Summary 9 Room Heating Peak Loads 10 Room Cooling Peak Loads 11 r BUTTE COUNTY BUILDING DIVISION APPROVED EnergyPro 6.4 by EnergySoR Job Number. ID: 11417 User Number. 6494 CERTIFICATE OF COMPLIANCE'- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building. Calculation Date/Time: 20:47, Tue, Feb 17, 2015 . Calculation Description: Title 24 Analysis Input File Name:_ Building1.xml CF1 R -PRF -01 Page 1 of 7 GENERAL INFORMATION ' 01 - .,, Project Name Residential Building 02 This building Incorporates features that requlre field testing and/or verification"by a certified HERS eater4undeFthe supervision of a CECapproved HERS provider. 02 Calculation Description Title 24 Analysis This Certificate of Compliance is for permit applications made BEFORE October 13, 2014 03 Project Location 466 Darby Rd ' 04 A City Bangor 05 Standards Version Compliance 2014 06 �- Zip code 95914 07 Compliance Manager Version BEMCmpMgr 2013-2 (595c) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.2 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (FT2) 2000 15 Number of Zones 1 .16- w Slab Area (FT2) 0 17 _ Number of Stories 1 18 Addition Cond. Floor Area NA • 19 Natural Gas Available No 20 Addition Slab Area (FT2) NA 21 Glazing Percentage (°/,) 13.6% COMPLIANCE RESULTS 01 Building Complies with Compute Performance 02 This building Incorporates features that requlre field testing and/or verification"by a certified HERS eater4undeFthe supervision of a CECapproved HERS provider. 03 This building incorporates one or more Special Features shown below This Certificate of Compliance is for permit applications made BEFORE October 13, 2014 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use Standard Proposed (kTDV/ft) Design Design Compliance Margin Percent Improvement Space Heating , 21.07 24.83 -3.76 -17.8% Space Cooling 52.04 52.72 -0.68 -1.3% IAQ Ventilation 1.16 1.16 0.00 0.0% Water Heating 38.19 32.62 5.57 14.6% Photovoltaic Offset --- 0.00 0.00 Compliance Energy Total 112.46 111.33 - 1.13 1.0% Total Energy ('including AMEU) 170.59 169.46 1.13 0.7% calculated Appliances and Miscellaneous Energy Use ' . BUTTE COUNTY ^,UILDING DIVISION - _ 4, Registration Number: 215-N0068318&000000000-0000 / 6LRe`gistratioDaiM? e: 2015-03-13 11:27:29 - - HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R 07232014-595c _ Report Generated at: 2015-02-17720:48:36 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 20:47, Tue, Feb 17,2015 Calculation Description: Title 24 Analysis Input File Name: Buildingl .xml 1: CF1 R -PRF -01 Page 2 of 7 REQUIRED SPECIAL FEATURES ' The following are features that must be installed as condition for meeting the modeled energy performance for'lhis computer analysis. • Ducts with high level of insulation- • Non-standard roof reflectance _ ' - • Window overhangs and/or fins • No cooling system Included - PROJECT HERS FEATURES - The following are project -level features that must be field -verified as a condition for meeting the modeled energy performance for this computer analysis. These, plus any additional HERS features listed in the building components tables below requre field verification by a certified HERS Rater. Check the Individual building component sections below for any required HERS verification requirements. BUILDING - FEATURES INFORMATION - r - • 01 02 03 04 y 05 06 07 Project Name ' Conditioned Floor Area (sft) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation - Cooling Systems Number of Water Heating Systems Residential Building 2000 �� 1 t- . �-se� ^211�y . ,,,•�„• 1 0 1 - ff ( 1' // P 1 f 1 I • 1' f ZONE INFORMATION 01 026 ' 1/ 0 : `_, ! 04,. _ , /`'' .�'// '165 .. Os 07 Zone Name - Zone Type T HVAC System Zone Floor Area - (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2000 9 DHW Sys 1 Gross Area (ft2) OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth - Orientation Gross Area (ft2) Window Area (ft2) Tilt(deg) Front Wall Zone 1 - R-19 Wall 90 Front .450 111 90 Left Wall Zone 1 R-19 Wall 180 Left 360 55.999 90 Rear Wall Zone 1 R-19 Wall 270 Back 450 60 90 Right Wall Zone 1 R-19 Wall 0 Right 360 45 90 Roof Zone 1 R-30 Roof Attic 2000 Raised Floor Zone 1 R-19 Floor Crawlspace • 2000 U i34 DIN^ D!VIS1 �! Registration Number: 215-N0068316&000000000-0000 Registration Date/Tirrle: 2015-03-13 11:27:29 CA Building Energy Efficiency Standards -_2013 Residential Compliance Report Version - CF1R-07232014-595c - HERS Provider: CaICERTS inc. Report Generated at: 2015-02-17T20i48:36 .• a } ,. 'i ,� •' _• '• .' •^F ; .' - - •`•_- h - - , •.•. -fir - - -- - CERTIFICATE OF COMPLIANCE = RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ' - ' . '' - CF1 R -PRF -01 Project Name: Residential Building Calculation Date/Time: 20:47, Tue, Feb 17; 2015 Page 3 of 7 -Calculation Description: Title 24 Analysis - Input File Name: Building1.xml_. r' ATTIC _ �., - . - 0102 03 04 05 06' 07 • Name Construction _ Roof Rise Roof Reflectance- RQof Emittgnce' Radiant Barrier Cool Roof; Attic Attic Roof Cons 6 0.1 • 0.85 Yes No WINDOWS . � - r 02 03 04 • 01 1 02 - 03 - 04 06 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width(ft) Height (ft) Multipli or Area (ft2) U- factor SHG C Exterior Shading Living Room Window Window Front Wall (Front -90) 5.0 5.0 2 50.0 • 0.39 0.30 Dining RoomWindow Window Front Wall (Front -90) 5.0 5.0 1 1 25.0 0.39 0.30 _ Kitchen Window Window Front Wall (Front -90)-' . 9.0 4.0' 1 36.0 0.39 0.30 Kitchen Window 2 Window "' w Left Wall (Left -180) 4.0 4.0 1 16.0 0.39 '0.30 - M. Bedrm Door Window Left Wall (Left -180) 6.0 -6.7 - 0.995 40.0 .0.39 0.30 ; M Bedrm Window Window Rear Wall (Back -270) `- 5.0 4.0 2 40.0' 0.39 .0.30 Bedrm 2 Window Window Rear Wall^(Back-270)1 rj'N4" F -Y j -5.0 4.0 1 20.0 0.39 0.30 Bedrm 3 Window Window Right Wall (Right -0)" x,5.0 p 4.0 _ 1 20.0 0.39 0.30 Living Window Window I, �� {%���w Right Wall (Right -0) 570)" tJ4,0" T 1 25.0 ' 0.39 0.30 DOORS . 01 _ r 02 03 04 Name Side of Building ' Area (ft2) U -factor _ Door _ Front Wall 30.0 - 0.50 ' • Door 2 Left Wall 30.0 ,0.50 Door 3 - - Right Wall 30.0 0.50 -'4r f' 'Bs✓TTE COUNTY • BUILDING DIVISION APPROVED,. _ 1 _ _{ '� -` - - -_ „-:err--} • •;., L' • � ~. r ~ - 4 ._ } - .. ^ i'• .J*.- -_ • ' -rT -.. _ Registration Number:r 215-NO068318&000000000-0000 " Registration Date/Time: X2015-03-13 11:27.29 - c-•. -:..HERS Provider: , CaICERTS i c. . - _ CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version - CF111-07232014-595c ' ' : - Report Generated at: 2015-02-17720:48:36 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD I Project Name: Residential Building Calculation Date/Time: 20:47,-Tue, Feb 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Buildingl.xml . CF1 R -PRF -01 Page 4 of 7 _ OVERHANGS AND FINS /71' 01 r 02 >•7 ' �� ; 03 04 061, 06 Construction Name - +' Construction Type Framing ,Total CavltyFR Valu® 01 02 03 04 05 06 07 08 09 10 .11 12 13 14', Overhang - - ' ' - -'Left Flo, = - Roof Truss ®24 in. = Right Fin Cavity: - no insulation - �. Window Depth Dist Up Left Extent Right -'Extent Flap Ht. Depth Top Up DIstL Bot Up Depth Top Up Dist R Bot Up Living Room Window, 8 0.1 8 8 0 0 0 0 0 0 0 0- 0 Dining RoomWindow 8 0.1 8 8 0 0 0 0 0 •0 0 0 0 Kitchen Window. 8 0.1 8 8 0 0 0 0- 0 0 0 0 0 Kitchen Window 2 8 0.1 8 8 0 0 0 0 0 0 0 0 0 M.Bedrm Door 8 0.1 8 8 0 1 0 0 0 0 0 0 0 0 M Bedrm Window 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Bedrm 2 Window 2' 0.1 , 2` 2 0 0 0 0 0 0 0 0 0 Bedrm 3 Window 8 0.1 8 8 0 0 0 0 0, 0 0 0 0 '- Living Window 8 0.1 8 8 0 0 0_ 0 0 0 0 0 0 - OPAQUE SURFACE CONSTRUCTIONSr - V .�„� /71' 01 r 02 >•7 ' �� ; 03 04 061, 06 Construction Name Surface 'Y04J +' Construction Type Framing ,Total CavltyFR Valu® ” Assembly Layers Roofing: Light Roof (Asphalt Shingle) - , - Above Deck Insulation - no insulation - 2x4 Top Chord of Roof Deck: Wood Siding/sheathing/decking = Roof Truss ®24 in. Cavity: - no insulation - Attic Roof Cons Attic Roofs Wood Framed Ceiling O.C. Inside Finish: -.select inside finish - Floor Surface: Carpeted ` Concrete Fill: -no concrete fill - ' Floor Deck: Wood Siding/sheathing/decking - _ Cavity: R 19 - Sheathing/Insulation: - no sheathingfinsul. - R-19 Floor Crawlspace Floors Over Crawlspace Wood Framed Floor. 2x6 @ 16 in. O.C. R 19 Exterior Finish: - select finish - 3 _ ; '- COUNTY Inside Finish: Gypsum Board ,��l I�i�rJli�l� - Sheathing/Insulation: - no sheathingfinsul. - yA LLQ r Cavity: R 19 • -= .c alls Sheathing/Insulation: - no sheathin�nsul. - R-19 Wall �EMenor Wood Framed Wall 2x6 @ 16 in. O.C. R 19 Exterior Finish: Wood Siding/sheathing/decking -Attic Floor: - no attic Boor - Cavity. R 30 Sheathing/nsulation - no sheathingMsul. -L - R-30 Roof Attic Ceilings (below attic) - Wood Framed Ceiling 2x4 ® 24 in. O.C. R 30 Inside Finish: Gypsum Boar/ Registration Number: 215-N0068318&000000000-0000�' Registration Date/Time: ~ 2015-03-13 11:27:29 '�, - HERS Provider: CaICERTS inc.�� -' CA Building Energy Efficiency Standards - 2013 Residential Compliance' Report Version - CF1R-07232014-595c Report Generated at: 2015-02-17720:48:36 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ' Project Name: Residential Building Calculation Daterrime: 20:47, Tue, Feb 17, 2015 Calculation Description: Title 24 Analysis - - , , Input File Name: Buildingl .xml `•• ` CF1R-PRF-01 - . Page 5 of 7 BUILDING ENVELOPE - HERS VERIFICATION _ 01 02 03 04 Quality Insulation Installation(QII) Quality Installation of Spray Foam Insulation Building Envelope Alr•L,pakage - ACH @ 50 Pa Not Required Not Required Not Required -- WATER HEATING SYSTEMS 01 02 03 - 04 Name Distribution Type Number of Heaters Solar Fraction (%) DHW Sys 1 Standard 1 0.0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Storage 50 0.65 - ' I 40000-Btu/hr . 0 0- WATER HEATING - HERS VERIFICATION ' 01 UNTV 02 03� 1 i 04 �" !tev t /"v 0 05 OB 07 Name 4L.-< '(,., � '�.'�-- Pipe Insulation ` yC`, .t Parallel Piping - F ' ytCl � Compact Distribution 'tt'fo. Point -of Use Recirculation with Manual Control . Recirculation with Sensor Control DHW Sys 1-hers-dhw n/a n/a n/a n/a n/a HVAC SYSTEMS 01BUTTE CC UNTV 02 03 04 05 06 07 BUILDING U W IO Heating System Cooling System , -SEER EER Heat Pump System 1 SplitHeatPump - Heating side of - . 8' = 45500 45500 13 Distribution Floor Area NanAPPROVED System Type Name Ducted Name Ducted System Fan System Served HVAC Systeml Heat Pump Heating and Cooling Heat Pump System 1 - Yes Heat Pump System Yes Air Distribution HVAC Fan 1 2000 System 1 System 1 . HVAC - HEATING SYSTEMS: Heat Pumps 01 02 03 04 05 06 1 07 - Heating Cooling Name Type HSPF/COP Cap 47 Cap 17 - -SEER EER Heat Pump System 1 SplitHeatPump - Heating side of - . 8' = 45500 45500 13 11.4 central split heat pump Registration Number: 215-N0068318B-000000000-0000 Registration Date/Time: ' '2015-03-1311:27:29 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07232014-595c M HERS Provider: 5 CaICERTS inc. Report Generated at: 2015-02-17720:48:36 CERTIFICATE OF COMPLIANCE - RESIDENTIAL_ PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 - Project Name: Residential Building • - Calculation Date/Time: 20:47, Tue, Feb 17, 2015 Page 6 of 7 Calculation Description: Title 24 Analysis _ Input File Name: Buildingl .xml HVAC COOLING - HERS VERIFICATION - " " •-. 01 02 Y - 03� -- _---, „� =`04 _ .r 05 _ 06 Name - - Verified Airflow + Airflow Target ' - Verified EER, Verified SEER Verified Refrigerant Charge HVAC Systeml SCSysRpt 1 Required 350 — -- Verified HVAC - DISTRIBUTION SYSTEMS - 01 02 03 04 05 06 07 08 Verified Duct Location. Verified Duct Design Return Supply Distribution System 1 -hers -dist � RequiredjE :�j Supply Duct Required Not Required Not Required Name Type Duct Leakage Insulation R -value Location Return Duct Bypass Duct HERS Verification Air Distribution System 1 • Ducts located in unconditioned Sealed and tested 8— Attic Attic None Air Distribution -_ ,attic _ _ - _ _ � - System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION : 01 02 y 03 _ 04 ;05 06 Name -Air Duct Le/akageFVeriflcatlon 7N � Duct Leakage Target Verified Duct Location. Verified Duct Design Return Supply Distribution System 1 -hers -dist � RequiredjE :�j , �' � � ��• 6.0 f ,� � '��Not Required Not Required Not Required HVAC -FAN SYSTEMS ' 01 - 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 Required HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name RI l�-rr i.^A _ _ - VerifiedFanWatt Draw Required Fan Efficiency (Watts/CFM) uvve� 7 r HVAC Fan 1 -hers fKan ill nth W% mot nr., ^ _ Required 0.58 -- —IV evevl y • ��I��,P�1,/CIS • IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification _.:IAQ Fan _ 50 Exhaust „0 : a Required • Registration Number: 215-N0068318B-000000000-0000 Registration Dat e/Timei 2015-03-1311:27:2.9 '; _ HERS Provider: CalCERTS inc. } CA Building Energy Efficiency Standards - 2013 Residential Compliance' ' • Report Version - CF1R-07232014-595c ' . r .Report Generated at: 2015-02-17T20:48:36 J, ,+ HVAC -FAN SYSTEMS ' 01 - 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 Required HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name RI l�-rr i.^A _ _ - VerifiedFanWatt Draw Required Fan Efficiency (Watts/CFM) uvve� 7 r HVAC Fan 1 -hers fKan ill nth W% mot nr., ^ _ Required 0.58 -- —IV evevl y • ��I��,P�1,/CIS • IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification _.:IAQ Fan _ 50 Exhaust „0 : a Required • Registration Number: 215-N0068318B-000000000-0000 Registration Dat e/Timei 2015-03-1311:27:2.9 '; _ HERS Provider: CalCERTS inc. } CA Building Energy Efficiency Standards - 2013 Residential Compliance' ' • Report Version - CF1R-07232014-595c ' . r .Report Generated at: 2015-02-17T20:48:36 J, ,.- CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - _ - Project Name: Residential Building Calculation Date/Time: 20:47, Tue, Feb 17, 2015- Calculation Description: Title 24 Analysis Input File Name: Buildingl.xml CF1 R -PRF -01 ` Page 7 of 7 {ti. DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1: I certify that this Certificate of Compliance documentation is accurate and complete. _ Documentation Author Name: Documentation Author Signature;; - - Jim Spurlock Company: Signature Date: . Jim Spurlock Design 2015-03-13 11:07:17 , Address: CEA/HERS Certification Identification (If applicable): 225 Elm Pkwy City/State/Zip: Phone: Oroville, CA 95966 530-519-3844 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of _ Regulations. - 3. The building design features or system -design features identified -on this -Certificate of -Compliance ;are -consistent -with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted_4othe enforcement'agency�for,approval with this`building permit application. F h h Responsible Designer Name: _dI �' ResponsibleDesigner Signature. - - .. t�'��\ �.,J �f %. _ �' Gilbert Medeiros . r � � v - _,JJ Company: - Date Signed: -•' _ Home Owner - Builder " " 2015-03-1311:27:29 r Address: - - License: _ 466 Darby Rd , . - na City/State/Zip: . ,.• 5 Phone: Bangor, CA 95914 `. 530-679-2101.. - isJp,.OVER% • _ . .T,• - . Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. _ 41 r Registration Number: 215-N0068318&000000000-0000 y Registration Date/Time: '' 2015-03-13 11:27:29 ` _7' e ` HERS Provider: CaICERTS inc. - - CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07232014=595c ; i _ yr Report Generated at: 2015-02-17T20:48:36 . _ RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name New Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration 1311312015 Date Project Address 466 Darby Rd Bangor California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,000 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Floor Wood Framed w/Crawl Space R 19 2,000 New Wall Wood Framed R 19 1,258 New Door Opaque Door - no insulation 90. New Roof Wood Framed Attic R 30 2,000 New FENESTRATION Total Area: 272 GlazingPercentage: 13.6 % Orientation -. Area(ft) U -Fac SHGC Overhang Sidefins New/Altered Average U -Factor. 0.39 Exterior Shades Status Front (E) 111.0 0.390 0.30 8.0 none Bug Screen New Left (S) 56.0 0.390 0.30 8.0 none Bug Screen New Rear (W) 60.0 0.390 0.30 2.0 none Bug Screen New Right (N) 45.0 0.390 0.30 8.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 8.00 HSPF Split Heat Pump 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R -Value Status HVAC System Ducted Ducted Attic 8.0 New , Nk . 4a 10— WATER HeATING Gallons Min. Eff Distribution ��l,� �G'Lr®Status .-� I�, 1 Small Storage Gas 50 0.65 Standard n^ A"���r New EnemyPro 6.4 by EnemySoft User Number. 6494 RunCode: 2 0 1 5-03-13 71 1:58.36 ID: 11417 Page 3 of 11 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance aDDroach used. EzceDtions may aDDly. Review the respective code section far mnre informatinn Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110 8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of §1 10.8(i) when the installation of a cool roof is specified on the CFI R. §110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)l : Iri Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class 1 or Class It vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class It vapor retarder shall be placed over the earth floor of § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; _ have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of ' 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e)1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)IB: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. § 150.0(e) IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using deign conditions specified in §150.0(h)2. Pi 1TTE COU I § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of -at least fi've°feetQtWthe outlet of any `� v dryer vent.t' § I50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §a1:10:2(c)� - V L- §150.00)lA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. § 150.00)1 B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § I50.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary § 150.00)2C: -Pipe for cooling system lines shall be insulated as specified in § 150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.06)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § I50.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § 150.00)3B: or lass II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class 11 vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)]: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. §150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: AH air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than %4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. - Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § I50.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6-. Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § I50.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Flexible ducts cannot have porous inner cores. - When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § I50.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow> 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § I50.0(m)15: Ir �a�� fl�.V hi an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 35.O�CTtiM - KZn:ofnommal cooling capacity, and operating at an air -handling unit fan efficacy of:S 0.58 W/CFM as confirmed byfield verificationrand di ostic YY��.r •..� testing, in accordance with Reference Residential Appendix RA3. ry611L All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor 66ntiniiouS dperation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)IA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary §I 10.4(b)1: -Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: 'Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- grammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §I50.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § I50.0(k) I B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § I50.0(k) IC: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. §I50.0(k)ID: 136I1asts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § I50.0(k)I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § I30.0(c). Night lights do not need to be Controlled by vacancy sensors. § 150.0(k)1 F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § I50.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(k)2D: - Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §I50.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it §150.0(k)2H: functions as a vacancy sensor according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 1 10.9, and complies with all other applicable requirements in § 150.0(k)2. §I50.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only §I50.0(k)3B:- the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § I50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §I50.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testingtrating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requCrements7 C01J,' *' ' i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions•of Items ii or iii below; and §I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables Phe motion sensor; or`controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing,funetibil and automatically reactivates the motion sensor within 6 hours; and ° Y'�.J v L.- "iii. iii.Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary BUTTE COUNTY BUILDING DIVISION APPROVED a. Phgtocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor ligating for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with §I50.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, § 130.4, §140.7 and §141.0. § I50.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § I50.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in § 110.9, § 130.0, '130.2, §130.4, §140.7 and § 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, §130.0, § 130.2, § 130.4, § 140.7 and 141.0. §I50.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). §I50.0(k)1 l: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for ' nonresidential garages in 110.9, ' 130.0, § 130. 11 § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §150.0(k)1213: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § l 10.10(a) l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10 b through § 110.10 e . §I 10.10(a)2: - Low-rise multi -family buildings shall comply with the requirements of §I 10.10(b) through §I10.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 110.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §I 10.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be Provided to the occupant. §,110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. BUTTE COUNTY BUILDING DIVISION APPROVED HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name New Residence Date 3/13/2015 System Name ' HVAC System Floor Area 2,000 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING CFM Sensible Total Room Loads 970 19,445 Return Vented Lighting 0 Return Air Ducts 964 Return Fan 0 Ventilation o 0 Supply Fan 1,320 Supply Air Ducts 964 TOTAL SYSTEM LOAD 22,693 PEAK COIL HTG. PEAK Heating System Latent CFM Sensible Output perSystem 45,500 1,026 498 19,939 Total Output Btuh 45,500 Output Btuh/s ft 22.8 779 Cooling System 0 Output per System 46,000 0 0 0 Total Output Btuh) 46,000 1,026 -1,320 Total Output Tons 3.8 779 Total Output Btuh/s ft 23.0 Total Output s ftfTon 521.7 20,177 Air System CFM perSystem 1,600 HVAC EQUIPMENT SELECTION Airflow cfm 1,600 Xenon APH1549M41 32,738 7,550 27,644 Airflow cfm/s ft 0.80 Airflow cfmfTon 417.4 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 32,738 7,550 Aug 3 PM 27,644 Outside Air cfm/s 0.00 Note: values above given at ARI conditions Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 25 OF Outside Air 0 cfm 68 OF 68 OF 105 OF 106 OF Heating Coil Supply Fan 1,600 cfm 105 OF ROOM 68 OF I COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 104/72°F :•. Outside Air Ar 0 cfm 76/62°F 76/62°F 55/54°F 56/54°F c U' Cooling Coil Supply Fan 1,600 cfm 56 / 54 OF 4-6010TE -ROOM BUILDING DIVISKA/61°F EnergyPro 6.4 by EnergySoft User Number.- 6494 RunCode: 2015-03-13711:58:36 /D: 11417 Page 8 of 11 ROOM LOAD SUMMARY Project Name Date New Residence 3/13/2015 System Namer Floor Area HVAC System Z000 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK I COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible Zone 1 Room 1 1 970 19,4451 1, 026 9701 19,4451 1,0261 4981 19,939 PAGE TOTAL TOTAL 970 19,4451 1,0261 498 19,939 9701 19,4451 1,026 498 19,939 ' Total includes ventilation load for zonal systems. EnergyPrp 6.4 by EnergySoft User Number: 6494 RunCode: 2015-03-13711:58:36 ID: 11417 Page 9 of 11 ROOM HEATING PEAK LOADS Project Name New Residence Date 3/13/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature Room 1 2,000.0 ft' 68 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 25 OF Conduction _ Area U-Value 2,000.0 X 0.0370 X 1,258.0 X 0.0740 X 272.0 X 0.3900 X 90.0 X 0.5000 X 2,000.0 X 0.0310 X X X X X X X. X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X x x x x through an interior surface to another room X 2,000 X 9.00 X 0.259 Area Ceiling Height ACH AT *F Btu/hr 43 = 3,182 43 _ 4,003 43 c 4,561 43 c 1,935 43 _ 2,666 = = _ = = = = = = = = = = = = = = = = = = = = BUTTE �`()UI\I V BUILDII\ G p1V�,,;lnr,, APPij=w�'= Page Total 16,347 /60] X 43 = 3,592 AT R-19 Floor Crawlspace R-19 Wall Marvin Clad Casemaster Low E Wood Door R-30 Roof Attic - ' - Items shown with an asterisk (') denote conduction Infiltration[ 1.00 X 1.073 Schedule Air Sensible Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 19,939 EnergyPro 6.4 by EnergySoft User Number. 6494 RunCode: 2015-03-13711:58:36 ID: 11417 Page 10 of 11 RESIDENTIAL ROOM COOLING LOAD SUMMARY New Residence 1 3/13/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Room 1 Outdoor Dry Bulb Temperature 104 OF Floor Area 2,000.0 ft2 Outdoor Wet Bulb Temperature 72 OF Indoor Dry Bulb --Temperature 75 OF Outdoor Dailv Ranoe: 37 OF Onanue Surfar_pc R-19 Floor Crawlspace R-19 Wall Wood Door R-19 Wall Wood Door R-19 Wall R-19 Wall Wood Door R-30 Roof Attic Orientation Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 2, 000.0 0.0370 13.6 309.0 0.0740 27.0 30.0 0.5000 27.0 274.0 0.0740 20.0 30.0 0.5000 20.0 390.0 0.0740 27.0 285.0 0.0740 17.0 30.0 0.5000 17.0 2, 000.0 0.0310 50.2 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Living Roorn Window Dining Roomwndow Kitchen Window Kitchen Window M.Bedrm Door M Bedrm Window Bedrm 2 Window Bedrm 3 Window Living Widow Internal Gain Orientation (E) (E) (E) (S) (S) (tM W (N) (N) Page Total Shaded Unshaded Area X X X X GLF + + + + Area X X X X GLF = = = = 50.0X 16.7+ 0.0X 34.5= 25.0X 16.7+ 0.0X 34.5= 36.0X 16.7+ 0.0X 34.5= 16.0 16.7 0.0 22.4 40.0X 16.7+ 0.0X 22.4= 15.0 16.7 25.0 34.5 7.5 16.7 12.5 34.5 0.0x 16.7+ 20.0X 16.7= 0.0 16.7 25.0 16.7 Page Total 6.0 Occupants X 245 Btuh/occ. - 2,000 Floor Area X 0.50 w/sgft = Infiltration: 1.073 X 0.82 X 82.49 X 29 = Air Sensible CFM ELA AT Btu/hr 1,006 3,112 7,239 Btu/hr 837 418 602 268 669 1,114 557 335 418 5,218 Btu/hr 1,470 3,413 2,104 I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 19.445 Latent Gain Btu/hr 6.0 551-rBt. '� � • - 930 Occupants Occupants X Btuh/occ.�l.1, �"(v - OUILL)lNG Infiltration: 4.812 X 0.82 X 82.49 X0.00029 = 96 Air Sensible CFM �Pr-q ELA OW ROVED TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 930 EnerqyPro 6.4 by EnerqySoft User Number. 6494 RunCode: 2015-03-13711:58:36 ID: 11417 Pae 11 of 11